An existing oxidation ditch (OD) was designed and constructed on the basis of zero net sludge production to remove organic matter. The design flow of the (OD) was
25000(m^(3))/(d). The design criteria were as follows:
S_(0)=300mgBOD(s)/(L), required effluent concentration
(S)=10mgBOD(s)/(L)
Y=0.50mgvs(s)/(m)gBOD,
Ks=60mgBOD(s)/(L),K_(d)=0.02d^(-1),\mu _(m)=2.0d^(-1), X
=3500mg MLVSS
/L.
A. What is the volume of the OD?
B. What is the value of waste activated sludge "Qw" and (8c)?
C. What would be the value of " S "if the flow increased to
50000(m^(3))/() day assuming that X remains
3500m(g)/(L) ? What is your comment on the value of S ?
D. What are the values of
S,x and
(F)/(M) if we operate the OD on a CFCMR model instead of Zero net sludge model when the flow increases to
50000(m^(3))/() day?
Assume a sludge age value (
\theta c ) of 20 days.
E. What are the values of the sludge production"
P_(x) " and sludge waste "
Q= " for part " D " above assuming
xr=12000mg MLVSS
/L and
x_(e)=20mgs(s)/(L) ?
