![]() 7-205) table 7-8, and calculations were done according to TRM Chapter 5. Values for Kd, the stability coefficient, were gathered from SPM (Volume 2, pg. 2-Layer rock armor, tetrapods, and tri-bar armor were considered. The worst case 100 year design waves, calculated above, were used to determine armor unit size. The maximum 100 year wave design heights were found to be:Īt the 7m water depth contour: 6.65m from the SSW (non-breaking wave)Īt the 5m water depth contour: 6.25m from the SW (breaking wave) Step 9: Calculate design wave height using the Hudson Equation. If the wave heights calculated in "Wave Analysis" are greater than the maximum sustainable wave height, then the waves at that specific set of conditions are breaking. Step 8: Compare maximum sustainable wave height to the wave heights calculated in "Wave Analysis". Step 7: Calculate the maximum sustainable wave height, Hmax. Step 6: Calculate the breaker depth, Db, using equation II-4-3. Step 5: Calculate the breaker height index, Yb, using equation II-4-5. Step 4: Use equations II-4-6 and II-4-7 to calculate parameters a and b. Step 3: Calculate the break height index, Qb, in order to estimate the break height, Hb, using equation II-4-8. Step 2: Calculate the deepwater wavelength, Lo, following Part II-1. Step 1: Calculate the unrefracted deepwater wave height, Ho', using equation II-3-14. The calculations were performed according to CEM Review II-4-1. Therefore, it was important to determine which of the analyzed waves were breaking at what depths. Breaking waves are capable of dealing significantly more damage to breakwaters than non-breaking waves. In order to determine the impact the wave climate at Makronisos would have, we needed to take the calculations from "Wave Analysis" a step further. A summary of cost estimates can be found below under the "Cost Analysis" heading.Īll calculations were completed according to the Coastal Engineering Manual (CEM), The Rock Manual (TRM) Chapter 5, the Shore Protection Manual (SPM) 1984, Chapter 7, Section III, and finally the EurOtop Wave Overtopping of Sea Defenses and Related Structures Assement Manual (EurOtop).ĭue to the number of assumptions, simplified equations, and massive nature of the project, it is highly recommend to perform a more in depth mathematical analysis as well as live modeling prior to construction. The cost estimates were provided by Margaret Boshek, P.E. *Constructing the breakwater at 3m depth was ruled out because it would not provide enough space to meet the developers demands. ![]() *Constructing the breakwater at 10m depth was ruled out due to the steep cliff near the 10m contour. *Material properties summarized in the table at right. *Average bathymetric slope of 1:20 (in reality it varies between 1:5 and 1:40) *Regular waves with straight and parallel contours.
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