frontage of 10.72 m) are compared to the peak loads measured at the 

 central mooring line. Equation (9) tends to overpredict for loads less 

 than 2000 N and to underpredict for larger loads. It should not be used 

 for design purposes, contrary to some evidence presented in Galvin and 

 Giles (1979) which gave F = ^max^^' ^'^"'^ ^^^^ °f agreement can be 

 attributed to the following reasons: 



- The theory predicts a mean load in non-breaking waves but steep and 

 breaking waves were present at La Salle Park. Furthermore, the 

 comparison of mean loads estimated by Equation (9) is made with the 

 peak measured loads (a comparison of F to ^max^^ ^^ ^^^° 

 unsatisfactory) . 



- The theory is valid for sinusoidal waves. In irregular waves, the 

 wave amplitude has been approximated by one-half the characteristic 

 wave height. 



- The peak prototype mooring loads are dependent on the elasticity of 

 the mooring lines and on the dynamic interaction between the waves 

 and the structure. Wave grouping and the structure's natural period 

 of oscillation will affect the peak mooring loads, while the mean 

 horizontal load is essentially independent of wave-structure dynamics 

 and mooring line elasticity. 



99 



