1. (1) General Design Requirements.

   1. (a) Inlet devices.

      Inlets shall be designed to distribute the water equally and at uniform velocities. Open ports, submerged ports, or similar entrance arrangements are required. A baffle shall be constructed across the basin close to the inlet end and shall project several feet below the water surface to dissipate inlet velocities and provide uniform flows across the basin.

   2. (b) Outlet devices.

      Outlet devices shall be designed to maintain velocities suitable for settling in the basin and to minimize short-circuiting. The use of submerged orifices is recommended in order to provide a volume above the orifices for storage when there are fluctuations in the flow.

   3. (c) Emergency Overflow.

      An overflow weir (or pipe) shall be installed which will establish the maximum water level desired on top of the filters. It shall discharge by gravity with a free fall to a location where the discharge will be visible.

   4. (d) Sludge Removal.

      1. (i) sludge pipes shall be not less than three inches in diameter and arranged to facilitate cleaning,
      2. (ii) entrance to sludge withdrawal piping shall prevent clogging,
      3. (iii) valves shall be located outside the basin for accessibility, and
      4. (iv) the operator may observe and sample sludge being withdrawn from the unit.
      5. (v) Sludge collection shall be accomplished by mechanical means.

      Sludge removal design shall provide that:

   5. (e) Drainage.

      Basins shall be provided with a means for dewatering. Basin bottoms shall slope toward the drain not less than one foot in 12 feet where mechanical sludge collection equipment is not provided.

   6. (f) Flushing lines.

      Flushing lines or hydrants shall be provided and shall be equipped with backflow prevention devices acceptable to the Director.

   7. (g) Safety.

      Appropriate safety devices shall be included as required by the Occupational Safety and Health Act (OSHA).

   8. (h) Removal of floating material.

      Provision shall be made for the periodic removal of floating material.

   Sedimentation shall follow flocculation. The detention time for effective clarification is dependent upon a number of factors related to basin design and the nature of the raw water. The following criteria apply to conventional sedimentation units:

2. (2) Sedimentation Without Tube Settlers.

   1. (a) Detention Time.

      A minimum of four hours of detention time shall be provided. Reduced sedimentation time may be approved when equivalent effective settling is demonstrated or multimedia filtration is employed.

   2. (b) Weir Loading.

      The rate of flow over the outlet weir shall not exceed 20,000 gallons per day per foot of weir length. Where submerged orifices are used as an alternate for overflow weirs they shall not be lower than three feet below the water surface when the flow rates are equivalent to weir loading.

   3. (c) Velocity.

      The velocity through settling basins shall not exceed 0.5 feet per minute. The basins shall be designed to minimize short-circuiting. Fixed or adjustable baffles shall be provided as necessary to achieve the maximum potential for clarification.

   4. (d) Depth.

      The depth of the sedimentation basin shall be designed for optimum removal.

   If tube settling equipment is not used within settling basins, the following requirements apply:

3. (3) Sedimentation With Tube Settlers.

   1. (a) Inlet and outlet design shall be such to maintain velocities suitable for settling in the basin and to minimize short circuiting.
   2. (b) Flushing lines shall be provided to facilitate maintenance and be properly protected against backflow or back siphonage. Drain and sludge piping from the settler units shall be sized to facilitate a quick flush of the settler units and to prevent flooding other portions of the plant.
   3. (c) Although most units will be located within a plant, design of outdoor installations shall provide sufficient freeboard above the top of settlers to prevent freezing in the units.
   4. (d) The design application rate shall be a maximum rate of 2 gal/sq.ft./min of cross-sectional area (based on 24-inch long 60 degree tubes or 39.5-inch long 7.5 degree tubes), unless higher rates are successfully shown through pilot plant or in-plant demonstration studies.

   Proposals for settler unit clarification shall be approved by the Director prior to the preparation of final plans and specifications.

KEY: drinking water, flocculation, sedimentation, filtration

Date of Last Change: August 28, 2013

Notice of Continuation: February 10, 2025

Authorizing, and Implemented or Interpreted Law: 19-4-104