Un método para el cálculo de las acciones del oleaje sobre los espaldones de los diques rompeolas

Abstract

Con el fin de identificar y cuantificar los procesos que toman parte en la transmisión de energía entre el oleaje y las estructuras verticales de protección de puertos y costas, se ha analizado la literatura existente y se ha realizado ensayos de laboratorio sobre modelos a escala reducida. Como consecuencia, se ha desarrollado un nuevo método para el cálculo de las acciones del oleaje sobre los espaldones de los diques rompeolas. Dicho método es directamente aplicable onda a onda y al caso de oleaje, aceptando la hipótesis de equivalencia. Se ha aplicado el método a distintos espaldones, y se ha comparado con otros modelos y con ensayos de laboratorio, obteniéndose resultados satisfactorios. Las principales ventajas del método son que (1) es muy simple conceptualmente y en su aplicación, (2) da lugar a espaldones más pequeños y por lo tanto a proyectos más baratos y (3) tiene en cuenta el efecto de la berma del manto principal en las acciones sobre el espaldón.

Comparative study of breakwater crown wall – calculation methods

“…& It does not say how to calculate the vertical force to be considered. & The empirical a and b parameters it introduces into the equation show the characteristics of the berm and the filter, the same as the Bradbury and Allsop (1988) Martín et al (1995) method gives two pressures: a dynamic one (due to the deceleration of the wave's front) and a pseudohydrostatic one (due to the descent of the mass of water accumulated on the structure). It does not consider them to be concomitant, and, therefore, they are not added together and it studies the wave wall's stability in each case separately.…”

“…The method described by Martín et al (1995) gives two diagrams for pressures on the wave wall: the dynamic pressure corresponds to the deceleration of the wave's front and the pseudohydrostatic pressure occurs during the descent of the mass of water accumulated on the structure. The pressures are as shown in Figure 6.…”

“…& In the case of pseudohydrostatic pressure, the uplift pressure at the sheltered point is calculated according to a trapezoidal law on the side of safety as to a parabolic pressure distribution, (P ra ), according to the method developed by Martín et al (1995) (Figure 9). …”

Wave overtopping and crown wall stability of cube and Cubipod-armored mound breakwaters

“…2-17 is 1.1< 0 < 4.2; 0.5<Hs/Ac<1.5; 1<Rc/Ac<2.6; 0.3<Ac/Gc<1.1 and 1.5<cotα3.5. Silva et al (1998) extended the methodology given by Martín et al (1995) method to irregular waves using the statistical characterization of the run-up. Martín et al (1999) introduced minor modifications to Martín et al (1995), mainly in the run-up factor that directly affects the horizontal pressures related to the dynamic response of the crown wall and in the consideration of the up-lift pressures.…”

“…Burcharth (1993) concluded that the proposed distribution does not correctly simulate pressures in the area protected by the berm, overestimating the pressures on the base of the crown wall, so that the up-lift forces yield a very conservative value (see Figure 2-3.a). Martín et al (1995) proposed a formula to calculate the forces in the case of regular waves. The method is applicable to those crown walls of mound breakwaters that are not affected by impact pressures, i.e.…”