Ill. Admin. Code tit. 35 § 370.900
Trickling filters may be used for treatment of sewage amenable to treatment by aerobic biologic processes. Trickling filters shall be preceded by settling tanks equipped with scum and grease collecting devices, or other suitable pretreatment facilities.
Filters shall be designed so as to provide the required reduction in biochemical oxygen demand, ammonia nitrogen, or to properly condition the sewage for subsequent treatment processes.
Multiple trickling filter units capable of independent operation are recommended for all plants and must be provided for those plants where the design average flow exceeds 100,000 gallons per day. Plants not having multiple units shall include other provisions to assure continuity of treatment.
For reaction type distributors, a minimum head of 24 inches between low water level in siphon chamber and center of arms is required. Similar allowances shall be made in design for added pumping head requirements where pumping to the reaction type distributor is used. The design shall include the head required at the center column for the full range of flows, taking into account all head losses from the center column back to the dosing facility at all water levels. Calculations shall be submitted to justify the basis of design.
A minimum clearance of 6 inches between media and distributor arms shall be provided. Refer to subsection (e)(4).
The media may be crushed rock, slag or specially manufactured material. The media shall be durable, resistant to spalling or flaking, and be relatively insoluble in sewage. The top 18 inches shall have a loss by the 20-cycle, sodium sulfate soundness test of not more than 10 percent, as prescribed by ASCE Manual of Engineering Practice, Number 13, the balance to pass a 10-cycle test using the same criteria. Slag media shall be free from iron. Manufactured media shall be resistant to ultraviolet degradation, disintegration, erosion, aging, all common acid and alkalies, organic compounds, and fungus and other biological attack. Such media shall be structurally capable of supporting a man's weight or a suitable access walkway shall be provided to allow for distributor maintenance.
The filter media shall have a minimum depth of 6 feet above the underdrains. For rock media filters (subsection (c)(3)(A)), only the top 7 feet of the volume of the filter shall be considered in BOD removal credit computations. For manufactured media filters see subsection (c)(3)(B).
Passing 4 1/2 inch screen - 100% by weight
Retained on 3 inch screen - 95-100% by weight
Passing 2 inch screen - 0-2% by weight
Passing 1 inch screen - 0-1% by weight
Suitability of size, space, media configuration and depth will be evaluated on the basis of experience with installations handling similar wastes and loadings. To ensure sufficient void clearance, media with a specific surface area of no more than 30 square feet per cubic foot may be used for filters employed for carbonaceous reduction, and media with a specific surface area of no more than 45 square feet per cubic foot may be used for second stage ammonia reduction. See subsection (c)(1) for quality requirements.
Underdrains with semi-circular inverts or equivalent should be provided and the underdrainage system shall cover the entire floor of the filter. Inlet openings into the underdrains shall have an unsubmerged gross combined area equal to at least 15 percent of the surface area of the filter.
The underdrains shall have a minimum slope of 1 percent. Effluent channels shall be designed to produce a minimum velocity of 2 feet per second at design average flow of application to the filter and shall have adequate capacity for the peak hourly flow rate including the required recirculation flows.
Provision should be made for flushing the underdrains. In small filters, use of a peripheral head channel with vertical vents is acceptable for flushing purposes. Inspection facilities should be provided.
The underdrainage system, effluent channels, and effluent pipe should be designed to permit free passage of air. The size of drains, channels, and pipe should be such that not more than 50 percent of their cross-sectional area will be submerged under the design hydraulic loading. Consideration should be given in the design of the effluent channels to the possibility of increased hydraulic loading.
Provision shall be made in the design of conventional rock filter structures so that the media may be flooded.
All distribution devices, underdrains, channels and pipes shall be designed so that they may be properly maintained, flushed or drained.
Devices shall be provided to permit measurement of flow to the filter, and of recirculated flows.
Trickling filters shall be covered to protect from freezing, and to maintain operation and treatment efficiencies. The filter cover shall be constructed of appropriate corrosion resistant materials and designed to allow operator access for maintenance, repair and replacement of the filter dosing equipment.
Forced ventilation shall be provided for covered trickling filters to insure adequate oxygen for process requirements. Windows or simple louvered mechanisms so arranged to insure air distribution throughout the enclosure shall be provided. The ventilation facilities shall be designed to allow operator control of air flow in accordance with outside temperature. Design computations showing the adequacy of air flow to satisfy process oxygen requirements shall be submitted.
The foregoing standards also apply to second stage filters.
In some instances it is desirable to partially reduce the organic strength of wastewaters. In such cases trickling filters may be used for roughing treatment. Design parameters and contaminant removal efficiencies will be approved on a case-by-case basis. Refer to subsections (h)(2) and (h)(3).
Trickling filters may, under favorable conditions, be used as nitrification devices. Design parameters and contaminant removal efficiencies will be approved on a case-by-case basis. Refer to Section 370.1210(d).
Expected reduction of BOD of settled normal domestic wastewater by a single stage filter, packed with crushed rock, slag or similar material and with subsequent settling, shall be determined from Appendix F, Figure No. 3. In developing this curve, loading due to recirculated sewage has not been considered.
Expected BOD removal efficiencies may also be determined by theoretical and empirical formula if accompanied by detailed explanation, particularly for roughing filters and for filters with recirculation. (Refer to WEF Manual of Practice (MOP) No. 8, "Design of Municipal Wastewater Treatment Plants", vol. 1 (1992).)
Ill. Admin. Code tit. 35, § 370.900
Amended at 21 Ill. Reg. 12444, effective August 28, 1997