interior water level was higher than a boundary of the Roughans Point area. 

 The weir outflow calculations were accomplished with two separate equations. 

 When the ocean water level is below the height of a boundary, Equation 14 is 

 used. When the ocean level is above the boundary, Equation 15 is used. 

 Equation 16 was used for calculating the outflow due to pumping. Equations 

 13-16 are expressed as 



*out 



C 3 ( Si - S b )°-5 



where 



Q . = flow rate in cubic feet per second 

 C n = coefficients (3-6) 

 S- = interior water level 

 S b = the larger of either 4.0 ft NGVD or ocean water level 



(13) 



Qout = C 4 ( 2 -7HSi - V 



1.5 



if S i > S w and S Q < S w 



(14) 



where 



S = height of wall section 

 S Q = ocean water level 



Q out = C 5 (2 ' 7)(S i - V 



1.5 



'S - S ' 

 o w 



S. - S 



^ i w ; 



1.5 



0.385 



Qout = c 6 



if S. > S and S > S (15) 

 i w o w 



(16) 



75. The coefficients which were used in the above equations are shown 

 in Table 8. Coefficients C^ and Cc are the length of weir section. Coef- 

 ficient Cg is the pumping rate in cubic feet per second. The increase in 

 Cg for the proposed condition is due to improved inlet design. Coefficient 

 Co (see page and drainage) increases for the proposed condition because of 

 the addition of a gravity drain (see Figure 33). Note that two values are 

 listed for coefficients C4 and C5 . For existing conditions, reach D was 

 divided into two sections for this analysis, one section at a height of 



60 



