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Hudson's equation

The equation itself is:

${\displaystyle W={\frac {\gamma _{r}H^{3}}{K_{D}\Delta ^{3}\cot \theta }}}$

where:

• W is the design weight of the riprap armor (Newton)
• ${\displaystyle \gamma _{r}}$ is the specific weight of the armor blocks (N/m³)
• H is the design wave height at the toe of the structure (m)
• K_D is a dimensionless stability coefficient, deduced from laboratory experiments for different kinds of armour blocks and for very small damage (a few blocks removed from the armour layer) (-):

• K_D = around 3 for natural quarry rock
• K_D = around 10 for artificial interlocking concrete blocks

• Δ is the dimensionless relative buoyant density of rock, i.e. (ρ_r / ρ_w - 1) = around 1.58 for granite in sea water
• ρ_r and ρ_w are the densities of rock and (sea)water (-)
• θ is the angle of revetment with the horizontal

This equation was rewritten as follows in the nineties:

${\displaystyle {\frac {H_{s}}{\Delta D_{n50}}}={\frac {(K_{D}\cot \theta )^{1/3}}{1.27}}}$

where:

• H_s is the design significant wave height at the toe of the structure (m)
• Δ is the dimensionless relative buoyant density of rock, i.e. (ρ_r / ρ_w - 1) = around 1.58 for granite in sea water
• ρ_r and ρ_w are the densities of rock and (sea)water (kg/m³)
• D_n50 is the nominal median diameter of armor blocks = (W₅₀/ρ_r)^1/3 (m)
• K_D is a dimensionless stability coefficient, deduced from laboratory experiments for different kinds of armor blocks and for very small damage (a few blocks removed from the armor layer) (-):

• K_D = around 3 for natural quarry rock
• K_D = around 10 for artificial interlocking concrete blocks

• θ is the angle of revetment with the horizontal

The armourstone may be considered stable if the stability number N_s = H_s / Δ D_n50 < 1.5 to 2, with damage rapidly increasing for N_s > 3. This formula has been for many years the US standard for the design of rock structures under influence of wave action ^[4] Obviously, these equations may be used for preliminary design, but scale model testing (2D in wave flume, and 3D in wave basin) is absolutely needed before construction is undertaken.

The drawback of the Hudson formula is that it is only valid for relatively steep waves (so for waves during storms, and less for swell waves). Also it is not valid for breakwaters and shore protections with an impermeable core. It is not possible to estimate the degree of damage on a breakwater during a storm with this formula. Therefore nowadays for armourstone the Van der Meer formula or a variant of it is used. For concrete breakwater elements often a variant of the Hudson formula is used.^[5]

• Breakwater (structure)
• Coastal erosion
• Coastal management
• Armourstone
• Riprap