Izbash formula

Forces on a stone

Izbash considered the forces on a stone in the current. These are three active forces and two passive forces. The active forces are the lift force F_L, the friction force F_S and the drag F_D. The passive forces are the weight W and the resistance force F_F. If the moment equilibrium is considered around point A, then F_F disappears (because the arm is zero). The active forces can be written out as:

${\displaystyle {\begin{matrix}F_{D}&={\frac {1}{2}}C_{D}\rho _{w}u^{2}A_{D}\\F_{S}&={\frac {1}{2}}C_{F}\rho _{w}u^{2}A_{S}\\F_{L}&={\frac {1}{2}}C_{L}\rho _{w}u^{2}A_{L}\end{matrix}}\quad {\Biggr ]}\quad F\sim \rho _{w}u^{2}d^{2}}$

The total active force is therefore proportional to ρ_wu²d². The remaining passive force is proportional to (ρ_s-ρ_w)g²d³. And if this is equal, it follows u_c²=KΔgd. This formula can also formulated in the format as mentioned in the form as above the page; the coefficient is determined by measurements, and appears to be 1.7.

Question: What stone size is needed to defend the bottom of a 1 m depth channel at an average flow rate of 2 m/s?

This can be easily determined by the formula rewriting the formula in a slightly different form and enter athe data. However, the Izbash formula requires the speed “near the stone”, which is not well defined. Practically, a value of approx. 1 times the stone diameter above the protection layer can be taken. With a normal logarithmic flow profile, this is about 85% of the average velocity. This gives a stone diameter of 6.3 cm (the formula of Shields gives 6.5 cm in this case).

The formula uses the speed near the stone. It is difficult to determine, especially in smooth soils and larger water depths. In these cases, Shields formula is preferable.

Because the coefficient of 0.7 is very common, Pilarczyk changed the formula around 1985, making it more specific. [2] This extension takes the form of:

${\displaystyle \Delta d=0,035{\frac {\Phi }{\Psi }}{\frac {K_{t}K_{h}}{K_{s}}}{\frac {u^{2}}{2g}}}$

in which:

Φ = stability parameter, adapts the formula for different types of constructions:

• φ = 1.25 at the end of a single layer of rock
• φ = 1.0 at the end of a bed protection
• φ = 0.75 for a two-layer rock bed protection
• φ = 0.50 for continuous bed protections
• the most conservative value is 1.5.

Ψ = Shields parameter, this parameter is for dumped rock 0.035 and for placed rock 0.05

K_t = turbulence factor

• k_t = 0.67 for low-turbulent flow
• k_t = 1.0 for normal turbulence
• k_t = 1.5 in river bends
• k_t = 2.0 - 2.5 in sharp river bends (with a radius of < 5 times river width)
• k_t = 3.0 for high turbulence flow (propeller race)
• k_t = 4.0 extreme high turbulence (propeller race at moored ships)

K_h = depth factor

• Usually ${\displaystyle K_{h}={\frac {2}{\log({\frac {12h}{Nd}})^{2}}}}$, N is 1 to 3
• k_h for a not fully developed velocity profile: ${\displaystyle (1+{\frac {h}{d}})^{0.2}}$

K_s= steepness factor

Slope effect of a current

The value of K_s is either equal to ${\displaystyle K(\alpha _{\parallel })}$ or ${\displaystyle K(\alpha )}$ (see below).

The destabilising effect of a slope can be split into two components. In the explanation below, φ is the slope of natural tallow of the soil material. There is a component along the slope (W sinα), which reduces the effective weight perpendicular to the slope (Wcosα). If the inclination is in the same direction as the current (Figure b), then the strength F(α_{perpendicular}) = Wcosα tanφ – Wsinα (Note: If the current is the other way, the stone is more stable and F=Wcosα tanφ+ Wsinα.) The relationship between F(α) and F(0) gives the reduction factor for strength:

${\displaystyle K(\alpha _{\parallel })={\frac {F(\alpha _{\parallel })}{F(0)}}={\frac {W\cos \alpha \tan \phi -W\sin \alpha }{W\tan \phi }}={\frac {\sin(\phi -\alpha )}{\sin \phi }}}$

For a transverse slope at an angle α the same procedure can be followed, see figure c. but now the components have to be added as vectors.

${\displaystyle K(\alpha )={\frac {F(\alpha )}{F(0)}}={\sqrt {\frac {\cos ^{2}\alpha \tan ^{2}\phi -\sin ^{2}\alpha }{\tan ^{2}\phi }}}={\sqrt {1-{\frac {\sin ^{2}\alpha }{\sin ^{2}\phi }}}}}$

Figure d shows both reduction factors for a value of φ=40 degrees.

Because a depth factor K_h is included in this version of the Izbash formula, the average velocity above the stones can be taken for the speed, the original Izbash formula was that the speed was “near to the stone”, which was not well defined.

Relative velocity in a vortex near a stone [3]

Turbulence also has a major effect on stability. Turbulent vortices give locally a high speed at the stone, so on one side there is lift force, and on the other side there is no lift force. As a result, the stone is thrown out of the bed, as it were. See also the detail drawing. In this example, the stone lies on the coordinate (0,0). On the left is a relative speed, so a lift force up, on the right is no relative velocity, so no lift force. So there is a right-turning moment on the stone which turns it out (together with the normal lift force of the main current). This shows why at a certain speed not all stones move directly, but only when a “appropriate” vortex passes.

Detail of the velocity near a stone [3]

These figures are measurements of the flow rate in a vertical plane above a stone. The flow rate is from left to right. Shown is the speed after deduction of the average speed, i.e. actually the u and the v (for explanation of this, see the main article on turbulence modelling.

The effect of turbulence on stability is especially great if the size of the turbulent vortices is in the same order of magnitude as the size of the stone.

It is possible to adjust the Izbash formula so that the effect of turbulence can be taken into account more explicitly.[4] A stone on the ground does not move until the total speed (i.e. the average velocity plus the extra velocity due to the turbulent vortices) exceeds a certain value. Research has shown that this extreme velocity is about ${\displaystyle {\overline {u}}+3\sigma =(1+3r){\overline {u}}}$ is, where ${\displaystyle \sigma }$ is the standard deviation of the velocity and r is the relative turbulence. In the original Izbash formula, the coefficient 1.7 contains a part that is responsible for the turbulence. The Izbash formula can be rewritten as:

${\displaystyle \Delta d=0,7{\frac {u^{2}}{2g}}=c_{iz}{\frac {\left[u(1+3r)\right]^{2}}{2g}}}$

For turbulence caused by bed roughness one can assume a relative turbulence value of r=0.075, which in the above formula leads to ${\displaystyle c_{iz}}$=0.47. This creates an Izbash formula with an explicit parameter for turbulence:

${\displaystyle \Delta d=0,47{\frac {\left[u(1+3r)\right]^{2}}{2g}}}$

This makes it possible to use the Izbash formula in cases where turbulence is not caused solely by bed roughness, for example in flow caused by ships and ship screws. For ships sailing in a (small) canal, there is a strong return flow along the ship with increased turbulence. The value of the relative turbulence in this case is r = 0.2. For turbulence due to a propeller flow it is recommended r = 0.45.[5] Because the relative turbulence is quadratic in the formula, it is clear that in the case of a propeller flow a significantly heavier rock size for.bed protection is required than in the case of “normal” flow.

For “non-standard” cases one can apply a turbulence model, e.g. a k-epsilon model, to calculate the value of r. This can then be introduced in the above-mentioned modified Izbash formula to determine the required stone size.

• General reference: CIRIA, CUR, CETMEF (2007). The rock manual : the use of rock in hydraulic engineering. London: CIRIA C683. p. 1268. ISBN 9780860176831.{{cite book}}: CS1 maint: multiple names: authors list (link)

Footnotes