Figure 41. Shoreline in model tests with the Lakeview Park 

 recommended plan of a 30.5-m extension of the 

 west groin (Bottin 1982) 72 



Figure 42. Oceanside Beach model test results for a single 



detached breakwater without groins. Arrows show 



current direction (Curren and Chatham 1980) 74 



Figure 43. Oceanside Beach model test results for detached 

 segmented breakwater system with groins. 

 Arrows indicate current direction (Curren and 

 Chatham 1980) 74 



Figure 44. Typical wave and current patterns and current 



magnitudes for segmented detached breakwaters at 



the -4.6-m contour in the Imperial Beach model 



(Curren and Chatham 1977) 76 



Figure 45. Results of Imperial Beach model study for a 

 single detached breakwater with low sills at 

 -1.5-m depth contour (Curren and Chatham 1977) 75 



Figure 46. Cross section for conventional rubble-mound 

 breakwater with moderate overtopping (Shore 

 Protection Manual 1984) 81 



Figure 47. Permeability coefficient P (Van der Meer 1987) 83 



Figure 48. Example of a low-crested breakwater at Anne 



Arundel County, Maryland (Fulford and Usab 1992) .... 85 



Figure 49. Design graph with reduction factor for the 



stone diameter of a low-crested structure as a 



function of relative crest height and wave 



steepness (Van der Meer 1991) 86 



Figure 50. Typical reef profile, as built, and after 

 adjustment to severe wave conditions 

 (Ahrens 1987) 86 



Figure 51 . Design graph of a reef type breakwater using 



H g (Van der Meer 1991) 88 



Figure 52. Design graph of reef type breakwater using the 

 spectral stability number N* g (Van der Meer 

 1990) 89 



