Table 2
COMPATIBILITY OF ALTERNATIVES WITH SHORELINE USES
Alternative
Strolling
Bathing
Fishing
Boating
No Action
Sometimes
Sometimes
Usually
Usually
Relocation
Sometimes
Sometimes
Sometimes
Sometimes
Bulkheads
Usually
Sometimes
Almost always
Almost always
Revetments
Usually
Sometimes
Usually
usually
Breakwaters
Almost always
Almost always
Almost always
Usually
Groins
Usually
Almost always
Almost always
Usually
Beach Fills
Almost always
Almost always
Usually
Almost always
Vegetation
Almost never
Almost never
Almost always
Rarely
Infiltration and
Drainage Controls
Almost always
Almost always
Almost always
Almost always
Slope Flattening
Almost always
Almost always
Almost always
Almost always
Perched Beaches
Almost always
Almost always
Almost always
Usually
STRUCTURAL DESIGN
If the chosen alternative involves construction of a physical shore protection device, several key
problems must be resolved before an adequate structural design is completed. The first step is an
evaluation of the potential water level and design wave height at the site. Other considerations include
toe protection, filtering, flank protection, structure height, and various environmental factors.
Water Levels
A design water level must be determined before the wave height used to design structures can be
found. In tidal waters, the elevation of the mean spring or diurnal tide is a sufficient starting point for
low cost protection. Table 3 is reproduced from Tide Tables published by the National Ocean Survey
(See Water level in the OTHER HELP Section). For instance, at Station 2037, Oxford, Maryland, the
mean tide range is 1.4 feet, the spring range is 1. 6 feet, and the mean tide level is +O. 7 feet above chart
datum (MLW). The average spring tide, therefore, is +1.5 feet above MLW (Figure 12). An increment
should be added to account for storm setup effects. Local experience should dictate, but values of two
or three feet are probably reasonable for storm setup.
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