Initial Research:
In order to help us develop our clear well design, we conducted extensive literature and online research on granular filtration and backwash. We found "Surface Water Treatment for Communities in Developing Countries" by Christopher R. Schulz and Daniel A. Okun and "Physicochemcial Processes for Water Quality Control" by Walter J. Weber, Jr. to be the two most useful sources of information in our research.
"Surface Water Treatment for Communities in Developing Countries"
From Christopher R. Schulz and Daniel A. Okun, we learned the following useful information with regards to filtration:
• Filtration is the separation of suspended impurities from water by passage through porous media.
• Slow sand filtration consists of slowly filtering water through a layer of ungraded fine sand. Periodically, the top layer is clogged by impurities and is skimmed off the top.
• Rapid sand filtration rapidly conducts filtration in depth as compared to the slow sand filter which uses only the top layer to capture suspended particles. A lighter anthracite coal layer with larger pore spaces than sand is used on top of a sand layer to capture larger particles while allowing the smaller particles passage to be captured by the lower sand layer.
• Backwashing is the act of removing the captured impurities in the filter bed by introducing enough water, usually from the effluent end, to fluidize and expand the bed and wash away the now released impurities. Backwashing is an art. There is neither a set time nor a set amount of backwash water required. If a filter is heavily clogged, significant length of backwash and greater backwash water for greater bed expansion are required. If the influent water is relatively low in NTU, less clogging may occur and a shorter backwash and less water may be required. Consequently, rapid filtration and required backwash operations necessitate a well trained crew of operators. This finding leads us to define our objective as not only providing a clear well design that works but a set of instructions in operating that design.
• Headloss via expanded media can be calculated as below:
Unknown macro: {latex}
\large
$$
h = D(1 - f)(p - 1)
$$
where:
h = headloss across the fluidized bed (m)
D = unexpanded bed depth (m)
f = porosity of unexpanded bed (dimensionless)
p = specific gravity of the filter medium (dimensionless)
Once fluidized, headloss through an expanded bed is constant.
"Physicochemcial Processes for Water Quality Control"
From Walter J. Weber, Jr., we learned the following useful information with regards to filtration. These are empiricial equations for calculating the minimum velocity to fluidize a filter bed for backwash and the velocity required for a specific degree of bed expansion.
• Minimal Fluidization Velocity Equation:
Unknown macro: {latex}
\large
$$
V_f = {{0.00381(d_
Unknown macro: {60}
){}^
Unknown macro: {1.82}
{ \omega _s (\omega _m - \omega _s )} ^
Unknown macro: {0.94}
} \over {\mu ^
Unknown macro: {0.88}
}}
$$
where
Unknown macro: {latex} \large$$V_f $$
= fluidization velocity, gpm/square feet
Unknown macro: {latex} \large$$\omega _s $$
= specific weight of water, lb/cubic feet
Unknown macro: {latex} \large$$\omega _s $$
= specific weight of water, lb/cubic feet
Unknown macro: {latex}
\large$$d_
Unknown macro: {60}
$$
= diameter of which 60% of the media is equal to or smaller, mm
Unknown macro: {latex} \large$$\mu $$
= viscosity of water, centipose
• Bed Expansion Equation:
Unknown macro: {latex}
\large
$$
\overline \varepsilon = 1 - {D \over {D_e }}(1 - \varepsilon )
$$
where
Unknown macro: {latex} \large$$\overline \varepsilon$$
= porosity of expanded bed
Unknown macro: {latex} \large$$\varepsilon $$
= porosity of unexpanded bed
D = depth of unexpanded bed
Unknown macro: {latex} \large$$D_e$$
= depth of expanded bed
• Fluidization Velocity Equation:
Unknown macro: {latex}
\large
$$
V = K_e (\overline \varepsilon )^
Unknown macro: {n_e }
$$
where
V = fluidization velocity
Unknown macro: {latex} \large$$K_e,n_e$$
= Constants derived experimentally or empirically as shown below
Unknown macro: {latex}
\large$$
n_e = 4.45{\mathop
Unknown macro: {rm Re}
\nolimits} _0^
Unknown macro: { - 0.1}
$$
where
Unknown macro: {latex}
\large$$
{\mathop
Unknown macro: {rm Re}
\nolimits} 0 = {{\rho _l \cdot 8.45 \cdot V_f \cdot d
Unknown macro: {60}
} \over \mu }
$$
where:
μ = the dynamic viscosity of the fluid (Pa- s or N- s/m² or kg/m- s)
p= density of the fluid (kg/m^3)
d60= the particle diameter at which 60% of the particles are smaller or equal to.
Vf= minimum fluidization velocity of the media
and
Unknown macro: {latex}
\large$$
K_e = {{V_f } \over {\varepsilon ^
Unknown macro: {n_e }
}}
$$