STREAM DEBRIS RESTRAINING STRUCTURE

Abstract

A structure for restraining debris in a stream, including lateral walls, which delimit between them a flow section in a bed of the stream. This flow section includes an upper portion that includes set between the lateral walls, a structure for retaining material arriving from upstream, and a lower portion that identifies an opening for outflow.

Description

FIELD OF THE INVENTION

The present invention relates to a stream debris-restraining structure.

Reference is made herein in particular, but not exclusively, to debris-restraining structures (check dams) that are to be built along watercourses in the presence of considerable solid transport (debris flows, mudflows, and hyper-concentrated streams) and/or of large-sized floating vegetal material.

GENERAL TECHNICAL PROBLEM

The structures that are provided for restraining debris in streams are usually check dams, i.e., works of hydraulic engineering that are set across the channel of a watercourse, in which they are founded and are designed to reduce the bedload transport by the aforesaid watercourse, whether this be a torrent or a river, by creating a deposit of sediments or solids upstream thereof.

Classic check dams may be built of masonry, earth, timber, and gabions, i.e., metal containers filled with riprap, such as pebbles and stones.

The above check dams are constituted by a wall with a generally trapezoidal cross section having an upstream face that is frequently vertical, and a foundation (set underground) in the bed and in the banks, the wall being toothed into the banks. The flow section is also known as “weir”, is generally trapezoidal, and is located in the central part of the engineering work. Instead, the parts of the wall that from the weir extend as far as the banks are referred to as “wings”. These wings generally have a slight inclination, for example 10°. The task of the weir is to contain the watercourse in the normal conditions of flow, thus preventing the current from possibly eroding the banks of the engineering work or possibly circumventing it. The primary purpose of a classic check dam is to correct the natural slope of the bed in which it is built, once it is silted, i.e., once, upstream thereof, the space available is completely occupied by the transported solid material arriving from upstream.

Also known are selective check dams that are made in a way similar to classic check dams, but have the task, not of correcting the slope of the bed in which they are inserted, but rather of withholding the material of coarser particle size arriving from upstream when the watercourse is in high-flow or flood conditions. To fulfill this function, the weir is replaced by a flow section, or opening, the dimensions of which depend upon the particle size of the material that is to be restrained. The opening may be made in various ways; it may be constituted by a simple slit, or else by a (horizontal or vertical) steel grid.

It is known to use as selective weirs, ringnet or wiremesh catch fences, i.e., elastic barriers constituted by nets or meshes of metal rings, which enable flow of the water. For example, the firm Geobrugg produces fence barriers for protection against debris flows that have a wing-like arrangement of top supporting ropes that determines a clearly defined flow section.

The aforesaid ringnet barriers function according to the criterion of a mechanical sieve and present the drawback of filling up completely in the initial flood phase of the stream and hence not exerting lamination during the flood peak.

The object of the present invention is to overcome the drawbacks of the prior art and in particular to indicate a stream debris-restraining structure that does not fill up completely in the initial flood phase of the stream and thus exerts lamination during the flood peak.

The object of the present invention is achieved by a structure having the characteristics forming the subject of the ensuing claims, which form an integral part of the technical teaching provided herein in relation to the invention. The object of the invention is also a corresponding method for restraining debris in streams.

BRIEF DESCRIPTION OF THE DRAWINGS

The invention will now be described with reference to the annexed plates of drawings, which are provided purely by way of non-limiting example and in which:

FIGS. 1 a, 1b, and 1c are schematic illustrations, viz., a top plan view, a front view, and a cross-sectional view, respectively, of a first embodiment of the stream debris-restraining structure according to the invention;

FIGS. 2 a, 2b, and 2c are schematic illustrations, viz., a top plan view, a front view, and a cross-sectional view, respectively of a second embodiment of the stream debris-restraining structure according to the invention;

FIGS. 3 a, 3b and 3c are schematic illustrations, viz., a top plan view, a front view, and a cross-sectional view, respectively, of a third embodiment of the stream debris-restraining structure according to the invention;

FIGS. 4 a, 4b are schematic illustrations, viz., a top plan view and a front view, respectively, of a fourth embodiment of the stream debris-restraining structure according to the invention;

FIGS. 5 a, 5b are schematic illustrations, viz., respectively a top plan view and a front view, of a fifth embodiment of the stream debris-restraining structure according to the invention;

FIGS. 6 a, 6b are schematic illustrations, viz., a top plan view and a front view, respectively, of a sixth embodiment of the stream debris-restraining structure according to the invention;

FIG. 7 is a schematic view of a stream debris-restraining structure according to the invention, in which quantities used in the corresponding debris-restraining method are indicated; and

FIGS. 8, 9, and 10 are diagrams representing the restraining capacity of the structure according to the invention in different embodiments and conditions of flow.

DETAILED DESCRIPTION OF THE INVENTION

In brief, structures are proposed herein that are configured for enabling passage of the solid discharge during the initial phase and final phase of the flood wave and are able to restrain the material during the flood peak, exerting an effect of lamination of the solid discharge, thus reducing the flood-peak value; i.e., the mechanism of interception of the solid material is of a hydrodynamic nature and not of a mechanical-sieve type.

In particular, the structure according to the invention is constituted by a check dam with horizontal slit. The aforesaid horizontal slit is located at the bottom of the check dam, i.e., in the lower portion of the flow section. More specifically, the flow section is substantially trapezoidal, is delimited in its horizontal extension by lateral walls, and comprises an upper portion and a lower portion. The upper portion of the flow section comprises a structure for retaining the material arriving from upstream, which is in particular configured for intercepting the material in high-flow or flood conditions of the steam and extends horizontally between the lateral walls. In particular, according to a preferred version of the invention, the aforesaid retaining structure is advantageously constituted by a net, made of wire mesh or of elastic rings or obtained with ropes, and is not built as a full wall. The lower portion of the flow section corresponds to the horizontal slit and vertically extends between the bottom edge of the retaining structure and the bed of the watercourse or a slab that covers the aforesaid bed. The height of the aforesaid horizontal slit with respect to the bed or to the slab is sized for performing the action of retention as a function of the deposit that it is intended to obtain upstream and of the hydrodynamic characteristics and of the sediment transport of the current, according to the method described in detail hereinafter, with reference to FIGS. 7, 8, 9, and 10.

Advantageously, the hydraulic restraining structure according to the invention involves costs and times of construction that are lower than those of a check dam made altogether of concrete. It differs from woven-wire check dams and ringnet check dams precisely on account of the presence of the bottom opening, or lower part of the flow section, which has the purpose of:

• • allowing passage of the initial part of the solid discharge, bestowing upon an array of these structures built in succession along the watercourse, an effective lamination capacity;
  • enabling a greater capacity of self-cleaning (which is absent in traditional net check dams) as compared to rigid vertical-slit check dams; in fact, the horizontal opening considerably reduces the possibility of clogging; and
  • cutting the construction costs and times.

According to the particular lamination requirement, the horizontal slit may occupy the entire width of the bed or channel or else just a part of it (partial-width opening).

The rigid part of the check dam may be built of reinforced concrete, box-shaped gabions, and steel beams.

The flow section of the check dam may be built of concrete, either cladded or not with steel, or else of firmly bound boulders or rocks.

In what follows, represented in FIGS. 1, 2, and 3 are check dams in which the horizontal slit occupies the full width of the bed, whereas represented in FIGS. 4, 5, and 6 are partial-width check dams, in which the horizontal slit occupies just a part of the bed.

Represented in FIG. 1 is a check-dam restraining structure 10 with full-width horizontal slit and wire mesh.

Appearing in particular in FIG. 1a is a top plan view of the bed 12 of a watercourse 11. Designated by the reference number 13 are banks of the watercourse 11. An arrow 14 indicates the flow of water and its corresponding direction. The check-dam structure 10 comprises lateral walls 15 with a trapezoidal cross section and with vertical upstream face, that extend as far as the limit of the bed 12 and define between them a trapezoidal weir 20, where the minor side of the trapezium corresponds to the watercourse bed 12. For static reasons, the upstream face could also alternatively be inclined. The aforesaid minor side of the weir 20 is covered with a slab 21. In the front view of FIG. 1b, it may be appreciated better how the lateral walls 15 also have a substantially horizontal, though slightly inclined, top side 15a, and a stream side 15b, corresponding to the oblique side of the trapezium defined by the weir 20. Extending from the edge 15c formed by the top side 15a and by the stream side 15b, in an upper portion of the weir 20, is a retaining structure represented by a wire netting 17, which is also trapezoidal, but has a height hr smaller than a height hg of the weir 20 so that, defined between the slab 21 and the netting 17, in a lower portion of the weir 20, is an opening 30 having a height a (a=hg−hr). Extending along the major, top, side of the netting 17, from the edges 15c, is a rope 16 for engaging the netting 17, which is protected and reinforced, i.e., sized so as to absorb the thrusts applied on the net, in particular the static and dynamic thrust exerted by deposition of material, together with the hydrostatic thrust in the case where the net is more or less clogged. Provided in the wings 15 and embedded in the concrete that forms the aforesaid wings 15 are two anchor bolts 18. In general, the anchor bolts may of course number even more than two. The height a of the opening 30 is, for example, greater than 1 m; however, in the sequel of the present description indications will be provided for sizing the aforesaid height a of the opening 30. Illustrated in FIG. 1c is a lateral cross-section of the check dam 10, from which it will be appreciated how the lateral walls 15 have the aforementioned shape of a right trapezium with the upstream side vertical.

FIGS. 2 a, 2b, and 2c illustrate, in top plan view, in front view, and in cross-sectional view, respectively, a full-width check-dam structure 110. In this case, the weir 20 comprises a slab 121 cladded by a steel plate, while an elastic-ring netting 117 is used.

FIGS. 3 a, 3b and 3c illustrate, in top plan view, in front view, and in cross-sectional view, respectively, a full-width check-dam structure 210. In this case, a netting 217 made of ropes is used. The weir 20 comprises a slab 221 of rocks or boulders 221a reinforced by posts or piles 221b driven into the bed.

FIGS. 4, 5, and 6 show in two views, namely, a top plan view and a front view, a variant of a partial-width check-dam structure. Illustrated in FIGS. 4a and 4b is a structure 310 that comprises extensive lateral walls 315, i.e., walls that extend from the banks of the watercourse 11 as far as into the bed 12, instead of stopping substantially at the limit of the bed 12, thus defining a weir 320, and a corresponding opening 330, that have a width smaller than the width of the bed 12. Extending in the weir 320 is a wire-mesh netting 17.

Illustrated in FIGS. 5a and 5b is a structure 410 with extensive lateral walls 315 and a ring netting 117.

Illustrated in FIGS. 6a and 6b is a structure 510 with extensive lateral walls 315 and a rope netting 118.

The opening 30 (or 330), having a height a, left free underneath the netting 17 of FIG. 1, or 117 and 217 in the other embodiments represented, controls a value of height Y_sm of controlled deposit 25 in an upstream section 28 of the check-dam structure 10, as illustrated in FIG. 7.

The height a of the opening 30 can be sized as a function of a height Y_sm of the deposit 25 that it is intended to obtain upstream of the check-dam structure 10 in design flood-flow conditions (liquid discharge and solid discharge).

Described in detail in what follows is a procedure of calculation of the value a of the opening 30 that can be used in a stream debris-restraining method that employs a restraining structure according to the invention.

In the above procedure, total clogging of the netting 17 is initially assumed, and the consequent deposit 25 is calculated. In this condition, the netting 17 can be likened to an impermeable plate. It is then shown how the effective permeability of the netting 17 leads in any case to a functional improvement of the check-dam structure according to the invention. The structure according to the invention, as compared to a totally impermeable horizontal-slit check-dam structure, where, instead of the netting 17, 117 or 217 a reinforced-concrete slab or steel plate is present, through the adoption of a partially permeable portion like the one that can be obtained with a net, proves advantageous, not only as regards its cost, but also because the conditions of lamination improve. Without wishing necessarily to be tied down to any specific hypothesis, it is in any case reasonable to assume that in the initial flood phase the netting 17, 117 or 217 will remain free from any material that might clog it so that the amount of deposit is reduced, thus leaving a greater volume free for deposit of debris during the acute phase of the flood in favour of the process of lamination during passage of the flood peak. At the passage of the discharge peak, in the case of debris flow or of hyperconcentrated currents, when the netting 17 is put to the test directly by the front of the debris flow, it is instead reasonable to imagine that the netting 17 will lose its permeability. The degree of clogging may also be determined simply by the amount of floating material that accumulates.

There is thus now calculated the value Y_sm of the maximum amount of deposit 25 upstream of the structure 10 in conditions of total clogging of the netting 17, and then it is shown that the value Y_sm of the aforesaid deposit is lower if, instead, a part of the liquid flow manages to pass through the netting 17.

It is emphasized that in any case the procedure of sizing of check-dam structures that is described herein may in general be applied also to horizontal-slit check dams built entirely using rigid materials.

As regards the deposit in uniform motion, and hence in the absence of filtration through the netting 17, on the hypothesis that the aforesaid netting 17 is clogged by the material transported, the deposit upstream of a horizontal-slit check dam like the structure 10 can be calculated by imposing the conservation of mass and mechanical energy between a section close to the check-dam structure, where, for the design flow rate, the deposit assumes the maximum value Y_sm, as illustrated in FIG. 1, and a vena contracta section 26 downstream of the check dam 10. To a first approximation it is fair to assume that the loss of energy between these two sections is negligible.

With reference to the scheme of FIG. 7, indicated in which are the maximum value Y_sm, of the deposit 25, the upstream velocity of the flow of water 14 U_m, and the upstream hydraulic head h_m, from the relation of conservation of the liquid mass we have

h _m U _m =aC _c U _c  (1)

where U_c is the velocity of the flow of water in the vena contracta section 26 downstream of the check dam 10, and C_c is a contraction coefficient of the vena contracta section 26.

From the conservation of mechanical energy we then have

$\begin{array}{cc}{Y}_{\mathrm{sm}}+h_m+\frac{U_m^2}{2g}=aC_c+\frac{U_c^2}{2g}& \left(2\right)\end{array}$

Combining the two equations (1) and (2) we obtain the following dimensionless relation

$\begin{array}{cc}\frac{Y_{\mathrm{sm}}}{h_m}=\frac{F_m^2}{2}\left({\left(\frac{h_m}{aC_c}\right)}^2-1\right)+\frac{{\mathrm{aC}}_c}{h_m}-1& \left(3\right)\end{array}$

F_m is the Froude number of the current arriving; i.e., F_m=U_m/√{square root over (gh_m)}.

From the above Eq. (3) it emerges that the value a of the height of the opening is a function of a relative value of maximum deposit Y_sm upstream of the check dam. In actual fact Eq. (3) expresses the dimensionless ratio

$\frac{Y_{\mathrm{sm}}}{h_m}$

between the value of maximum deposit Y_sm and hydraulic head h_m as a function of a. The value a of height of the opening according to Eq. (3) is represented by a function that comprises as parameters also the contraction coefficient C_c.

A representation of Eq. (3) is provided in the diagram of FIG. 8, which shows in dimensionless form the variation of the relative maximum deposit Y_sm, i.e., the ratio

$\frac{Y_{\mathrm{sm}}}{h_m},$

upstream of the check dam as a function of the Froude number of the current arriving F_m for different values of the degree of opening, expressed as ratio between the hydraulic head h_m and the height a of the opening of the check-dam structure 10, in this case on the hypothesis of total clogging of the netting 17 and of conservation of energy. The height a of the opening is consequently the height at which the bottom edge of the netting 17 must be set to obtain a given maximum value Y_sm deposit 25 upstream of the check dam 10. Given the maximum height Y_sm of deposit 25 and a slope i_m of the bed 12 during the flood peak with the deposit, from simple geometrical considerations it is possible to calculate the laminated solid volume during passage of the flood, as explained hereinafter. It should be noted that in the figures the height a of the opening 30 (or 330) is indicated as measured on the side of the weir 20 (or 320); however, as has been said, an optimal evaluation of the aforesaid height a must be associated to the bottom edge of the net.

In the area between the end of the deposit 25 and the section 29 of the check-dam structure 10 there is in general set up a secondary circulation typical of situations of sudden widening, as has also been observed in the laboratory. This circulation causes enormous dissipative phenomena that can alter the amount of the deposit.

The grounds of the above hypothesis of conservation of mechanical energy in relation to the calculation of the height of the deposit set forth previously are now evaluated, and, in the case where the hypothesis is not sufficiently conservative, this evaluation, by taking into account the dissipative phenomena, enables correction of the amount of the deposit estimated previously applying Eq. (3).

The loss of energy ΔE_B can be calculated by likening it to that of a Borda effect for sudden widening

$\begin{array}{cc}\frac{\Delta E_B}{h_m}=\frac{{\left(U_m-U_b\right)}^2}{2{\mathrm{gh}}_m}& \left(4\right)\end{array}$

where U_b is the average velocity in the section 29 upstream of the check dam 10. Entering the continuity equation (1) into Eq. (4), we obtain

$\begin{array}{cc}\frac{\Delta E_B}{h_m}=\frac{F_m^2}{2}{\left(\frac{Y_{\mathrm{sm}}}{h_m+Y_{\mathrm{sm}}}\right)}^2& \left(5\right)\end{array}$

where, to a first approximation, there has been assumed as average velocity U_b in the section 27 immediately behind the check dam 10, the value that derives from the continuity equation

U _b =q/(h_m+Y_sm)  (6)

In order to bring out the amount of the deposit 25, also in this case a good approximation of Eq. (5) may be obtained from the following relation:

$\begin{array}{cc}\frac{\Delta E_B}{h_m}\cong \frac{F_m^2}{2}\frac{Y_{\mathrm{sm}}/h_m}{2+Y_{\mathrm{sm}}/h_m}& \left(7\right)\end{array}$

Now, the calculation of the height of the deposit is evaluated, taking into account the loss of energy. The loss of energy previously estimated in Eq. (7) must be entered into the energy-balance equation. Combining the two equations, it is obtained:

$\begin{array}{cc}\frac{Y_{\mathrm{sm}}}{h_m}+1+\frac{U_m^2}{2{\mathrm{gh}}_m}-\frac{\Delta E_B}{h_m}=\frac{{\mathrm{aC}}_c}{h_m}+\frac{U_c^2}{2{\mathrm{gh}}_m}& \left(8\right)\end{array}$

Developing Eq. (8) as was done previously using Eq. (7), it is obtained:

$\begin{array}{cc}\frac{Y_{\mathrm{sm}}}{h_m}=\frac{Y_{\mathrm{sm}}^{\prime }}{h_m}+\frac{F_m^2}{2}\frac{Y_{\mathrm{sm}}/h_m}{2+Y_{\mathrm{sm}}/h_m}& \left(9\right)\end{array}$

where it is set

$\begin{array}{cc}\frac{Y_{\mathrm{sm}}^{\prime }}{h_m}=\frac{{\mathrm{aC}}_c}{h_m}+\frac{F_m^2}{2}{\left(\frac{h_m}{aC_c}\right)}^2-1-\frac{F_m^2}{2}& \left(10\right)\end{array}$

which corresponds to the value Y_sm′ of deposit that there would be in conditions of energy conservation. We thus obtain

$\begin{array}{cc}\left(\frac{Y_{\mathrm{sm}}}{h_m}\right)+\frac{Y_{\mathrm{sm}}}{h_m}\left(2-\frac{Y_{\mathrm{sm}}^{\prime }}{h_m}-\frac{F_m^2}{2}\right)-2\frac{Y_{\mathrm{sm}}^{\prime }}{h_m}=0& \left(11\right)\end{array}$

Solving Eq. (11), hence it is obtained

$\begin{array}{cc}\frac{Y_{\mathrm{sm}}}{h_m}=-\left(1-\frac{Y_{\mathrm{sm}}^{\prime }}{2h_m}-\frac{F_m^2}{4}\right)\pm \sqrt{{\left(1-\frac{Y_{\mathrm{sm}}^{\prime }}{2h_m}-\frac{F_m^2}{4}\right)}^2+2\frac{Y_{\mathrm{sm}}^{\prime }}{h_m}}& \left(12\right)\end{array}$

Only the solution with the negative sign in front of the square root has a physical sense. Furthermore, if we neglect the term F_m²/4, the solution coincides, as is to be expected, with the one obtained using the hypothesis of energy conservation.

From the diagram of FIG. 9, which shows the plot of the relative maximum deposit Y_sm upstream of the check dam as a function of the Froude number of the current arriving F_m, on the hypothesis of total clogging of the netting 17, on the hypothesis of energy conservation (dots), and on the hypothesis of energy loss (solid lines), it may be noted that introduction into the energy-balance equation of the dissipation induced by the vortex behind the check dam 10 is not important and that, to a fair approximation, the corresponding energy loss can be neglected.

In the sequel of the present description, there is also provided an indication of how to calculate the parameters of hydraulic head h_m and upstream velocity U_m as a function of the design liquid discharge (in peak-flood conditions) and of the solid discharge.

The effect of the netting 17 (or 117 or 217) is now evaluated. Previously, a criterion has in fact been illustrated for calculating the deposit (and hence the laminated solid volume) on the hypothesis that the netting 17 is completely impermeable. The aim now is to show how it is possible to use the criterion proposed also on the hypothesis where the netting 17 is permeable, as in effect it is in the solution according to the invention.

With the netting 17 clogged, the behaviour of the check dam is the one described above. If the net check-dam structure is used in the presence of vegetal material, a condition in which the use of the net is preferable, or in the presence of material having a grain-size curve with a fair percentage of sediment comprised between 0.75 D_M and 0.50 D_M, where D_M is the average size of the holes of the netting 17, it is convenent for reasons of safety to assume the sizing criterion whereby total clogging of the netting 17 is hypothesized.

If it is assumed, instead, that the netting 17 is altogether clean, it is possible to apply again the criterion described previously, simply using a contraction coefficient C_c greater than 0.61. By adopting, for example, C_c equal to 0.73 it is assumed that 20% of the liquid discharge passes through the netting 17. Obviously, it is possible to hypothesize also higher values of the contraction coefficient C_c, even though it does not seem wise to increase this value by more than 20-30%.

The diagram of the relative maximum deposit Y_sm upstream of the check dam as a function of the Froude number F_m of the current arriving, on the hypothesis of partially permeable netting, and specifically on the hypothesis that 20% of the discharge manages to filter through the netting, is represented in FIG. 10 (triangles) and compared with the deposit in the absence of filtration (solid lines).

From FIG. 10 it may be noted how, in the absence of clogging of the netting 17, as may be expected, given the same Froude number F_m, the deposit upstream is less than with the netting clogged. Since clogging in general develops in conditions of higher hydraulic heads, i.e., in concomitance with the passage of the flood crest, the effect of lamination of the solid discharge will be more effective in so far as the first part of the flood can pass through, leaving the volume upstream in the check dam free. As has been said, the netting 17 can be stretched either over the entire width of the check dam (embodiments of FIGS. 1, 2, 3) or over only part of the width (embodiments of FIGS. 4, 5, 6), combining in this latter case the effects of the horizontal-slit check dam provided with netting that are described herein with those of vertical-slit check dams, as is described, for example, in Armanini, A., Larcher, M., “Rational criterion for designing opening of slit-check dam”, Journal of hydraulic engineering, 2001, vol. 127, No. 2, p. 94-104, or in Armanini, A., Fraccarollo, L., Larcher, M., 2005 b), “Debris Flow”, Chap. 142, in Anderson, M. G. (Ed.), Encyclopedia of Hydrological Sciences, vol. 4. Hoboken, N.J., Chichester, Wiley, 2173-2185.

There is now illustrated a possible procedure for calculation of the conditions upstream as a function of the liquid discharge and solid discharge, i.e., for calculation of the parameters for the hydraulic head h_m and the velocity U_m of the flow upstream that appear in the foregoing relations as a function of the liquid discharge and solid discharge of the arriving flow in such a way that the criterion set forth above can be used as design criterion as a function of the boundary conditions, which are precisely these two discharges.

On the hypothesis of the watercourse 11 being involved by bedload transport, the hydraulic head h_m and the velocity U_m may be calculated using a uniform-flow formula and a solid-transport formula. We shall adopt, by way of example, the Gauckler-Strickler formula for uniform flow and the Meyer-Peter and Müller formula for solid transport, which cover almost all torrent situations in the absence of mass transport, as follows:

• • Gauckler-Strickler uniform-flow formula, on the hypothesis of wide rectangular channel and hydraulically rough wall:

$\begin{array}{cc}\frac{U_m}{u_{*-m}}=6.74{\left(\frac{h_m}{d_{50}}\right)}^{1/6}& \left(13\right)\end{array}$

• •  where u_*-m is the friction velocity in the stretch above the deposit 25, and d₅₀ is the median value of the grain-size distribution of the transported material;
  • Meyer-Peter and Müller bedload-transport formula:

$\begin{array}{cc}{q}_s=d_{50}\sqrt{g\Delta d_{50}}8{\left(\frac{u_{*-m}^2}{g\Delta d_{50}}-{\theta }_c\right)}^{3/2}& \left(14\right)\end{array}$

• •  where: q_s is the solid discharge per unit width; Δ=(ρ_s−ρ)/ρ is the mean relative submerged density of the material that makes up the sediment; and θ_c is the critical Shields parameter, which in the case of rough wall may be assumed as equal to 0.056.

Combining Eqs. (13) and (14), after a few passages we obtain

${\left[\frac{q_s}{d_{50}\sqrt{g\Delta d_{50}}8}\right]}^{2/3}+{\theta }_c=\frac{q^2}{g\Delta d_{50}^3}{\frac{1}{{\left(6.72\right)}^2}\left[\frac{d_{50}}{h_m}\right]}^{7/3}$

i.e., for the hydraulic head upstream h_m

$\begin{array}{cc}{h}_m={d_{50}\left[\frac{1}{{\left(6.72\right)}^2}\frac{q^2}{g\Delta d_{50}^3}\frac{1}{{\left[\frac{q_s}{d_{50}\sqrt{g\Delta d_{50}}8}\right]}^{2/3}+{\theta }_c}\right]}^{7/3}& \left(15\right)\end{array}$

and for the velocity U_m of the flow 14 upstream, we obtain

$\begin{array}{cc}{U}_m=\frac{q}{h_m}& \left(16\right)\end{array}$

The slope i_m of the new bed above the deposit 25 is hence given by

$\begin{array}{cc}{i}_m=\frac{u_{*-m}^2}{gh_m}& \left(17\right)\end{array}$

where the friction velocity u_*-m may be calculated using Eqs. (13), (15) and (16). That is, if we express the slope i_m directly as a function of the hydraulic head h_m and of the velocity U_m, we have

$\begin{array}{cc}\begin{array}{c}{i}_m=\frac{U_m^2}{gh_m}\frac{u_{*-m}^2}{U_m^2}\\ =\frac{U_m^2}{gh_m}\frac{1}{{6.74}^2}{\left(\frac{d_{50}}{h_m}\right)}^{1/3}\end{array}& \left(18\right)\end{array}$

It should be noted that the model of lamination of the solid discharge proposed herein and the model of deposition induced by the horizontal slit and by the netting can be extended also to debris flows, with even greater advantages. The mechanism of hydrodynamic selection described previously functions well also in the presence of debris flows and mudflows, a situation in which the check-dam structure proposed finds its most useful application.

In this case, it will be sufficient to modify the transport and uniform-flow relations (Eqs. 13 to 18) with the analogous relations that apply to debris flows. In the case of debris flows, however, it would appear reasonable to assume total clogging of the netting during the entire flood event. In the case of debris flows, moreover, the netting may be sized to withstand any dynamic impact, according to the criteria known in the art, for example set forth in the already cited paper by Armanini, A., Fraccarollo, L., and M. Larcher (2005).

Hence, from the foregoing description the characteristics and advantages of the invention emerge clearly.

Of course, the details of construction and the embodiments may vary widely with respect to what has been described and illustrated herein, without thereby departing from the sphere of protection of the present invention, as defined of the annexed claims.

The restraining structure according to the invention advantageously allows passage of the initial part of the solid discharge, bestowing on an array of these structures built in succession along the watercourse an effective lamination capacity.

Furthermore, the restraining structure according to the invention advantageously enables a greater self-cleaning capacity (which is absent in traditional net check dams) as compared to rigid vertical-slit check dams. In fact, the horizontal opening considerably reduces the possibility of clogging.

In addition, the restraining structure according to the invention advantageously enables reduction of the construction costs and times. In particular, in this regard, the use of a net is particularly advantageous as compared to the adoption of other elements for delimiting the flow section at the top, such as for example a beam. The net, which is easy to install, reduces costs, including installation costs.

In this regard, even though the preferred embodiment uses a mesh or reticular structure as retaining structure occupying the upper portion of the flow section, also a retaining structure using an impermeable beam, for example a reinforced-concrete slab or a steel plate, can achieve lamination of the solid discharge, as illustrated previously with reference to Eqs. (1)-(3).

An important variant of the restraining structure according to the invention comprises inclining in a downstream direction, for example by an angle comprised between 10° and 30° with respect to the vertical, the netting that delimits the opening, in order to favour progressive displacement upwards of the floating material, preventing it from clogging the horizontal slit.

According to a further variant, in addition to the full-width and partial-width check-dam embodiments, the restriction of the flow section of the check dam may involve only the lower portion of the weir; i.e., the bottom opening is of the partial-width type, whereas the upper portion of the check dam, where the netting operates, is of the full-width type.

Claims

1. A structure for restraining debris in a stream, comprising lateral walls, which delimit between them a flow section comprised in a bed of said stream, wherein said flow section includes an upper portion comprising, set between said lateral walls, a structure for retaining material arriving from upstream and a lower portion defining an opening for outflow.

2. The structure according to claim 1, wherein said retaining structure comprises a reticular structure.

3. The structure according to claim 1, wherein said lateral walls delimit said flow section extending it to the entire width of the stream bed.

4. The structure according to claim 1, wherein said lateral walls extend in the stream bed and delimit said flow section limiting it to a partial width of said bed.

5. The structure according to claim 1, wherein said flow section is delimited at the bottom by a slab.

6. The structure according to claim 2, wherein said reticular structure comprises a metal wire net.

7. The structure according to claim 2, wherein said reticular structure comprises elastic rings.

8. The structure according to claim 2, wherein said reticular structure comprises a net of ropes.

9. The structure according to claim 1, wherein said slab and/or flow section are made of concrete or steel-cladded concrete or with bound rocks or boulders.

10. The structure according to claim 1, wherein said flow section has, in the upper portion, said retaining structure, in particular said reticular structure, up to a height, with respect to the stream bed or to the slab, that is a function of a given maximum value of deposit upstream of the structure, in particular of a dimensionless ratio between the maximum value of deposit and the hydraulic head.

11. The structure according to claim 1, wherein said flow section has, in the upper portion, said retaining structure, in particular said reticular structure, up to a height with respect to the stream bed or to the slab, that is a function of a contraction coefficient of a vena contracta section downstream of the flow section.

12. The structure according to claim 1, wherein said retaining structure, in particular said reticular structure, is inclined in the downstream direction, in particular by an angle of between 10° and 30°.

13. The structure according to claim 1, wherein said lateral walls delimit said flow section extending it to the entire width of the stream bed in the portion corresponding to the retaining structure, in particular the reticular structure, and delimit said opening of the flow section, limiting it to a partial width of said bed.

14. A method for restraining debris in a stream, which envisages providing lateral walls, which delimit between them a flow section comprised in a bed of said stream, said method being comprising providing a restraining structure comprising said lateral walls, which delimit between them a flow section comprised in the bed of said stream, wherein said flow section includes an upper portion comprising, set between said lateral walls, a structure for retaining material arriving from upstream and a lower portion defining an opening for outflow.