METHOD FOR WASTEWATER TREATMENT

Abstract: A method for treating sewage wastewater includes, un lieu of activated sludge treatment, mixing into wastewater a bactericidally effective and disinfectant amount of a formulation including compounds selected from the group consisting of quaternary organic ammonium halides of mixtures thereof and an organo-tin disinfectant compound. A plant employing the above method is also disclosed.

Description: METHOD FOR WASTEWATER TREATMENT The present invention relates generally to a method for safe and efficient treatment of sewage and other domestic wastewater. More particularly, the present invention relates to a chemical treatment of wastewater as an alternative to biotreatment. Most ordinary wastewater is composed of about 99.9% water and about 0.1% solid waste. The most widely used con¬ ventional method for treating wastewater is the Activated Sludge Process or one of its derivatives, such as the Extended Aeration or Contact Stabilization Method. These processes involve sedimentation of the solid waste and aerobic biological decomposition of the remaining organic matter. The objectiv is to oxidize and stabilize the wastewater by removing th oxygen-consuming organic matter. In the Extended Aeration Method for example, the waste water is passed through several sequential tanks for purifica tion. They include a Sludge/Aerating Zone, a Settling Zone, Chlorine Contacting Zone, and an Aerated Sludge Digesting Zone. In the Sludge/Aerating Zone, the wastewater is aerate and mixed with activated sludge provides a source of aerobi microorganisms that utilize the oxygen dissolved in the waste water to digest the organic material in the wastewater. Thi mixture of wastewater, oxygen, and activated sludge (known a • "mixed liquor , ) must remain in the tank for about 24 hours t allow the bacteria to digest the biodegradable solids. Aera tion provides sufficient oxygen to support bacterial life i this tank. Aeration is also required to meet the biochemical oxy¬ gen demand (BOD) of the effluent. BOD is defined as a quanti¬ tative measure of the amount of oxygen used by a sample of wastewater during a 5-day incubation period at 20 β C. Compounds that contribute to the oxygen demand include raw or treated sewage, oxidizable nitrogen from nitrites, ammonia, organic nitrogen compounds, and certain chemical and reducing compounds such as ferrous ions and sulfite ions. When polluted water is not saturated with oxygen, anaerobic bacteria produce substan- tial amounts of noxious gases such as hydrogen sulfide and methane, known as swamp gas. If accumulated, these gases are highly flammable and explosive. From the Sludge/Aerating Zone, the mixed liquor is con¬ ducted into the Settling Zone where it remains for several (usually about 4) hours. The heavy activated sludge solids, which settle, and the floating debris contained in the waste¬ water are separated off. At least a portion of the activated sludge so collected is returned to the Aeration Zone to reple¬ nish the supply of aerobic bacteria for digesting raw waste- water newly accumulated in the'Aeration Zone. The effluent is channelled through filters to a Chlorine Contacting Tank, where it is contacted with Chlorine for a minimum of 15 minutes for disinfection. The disinfected effluent is then transported to an Evaporating and Percolating Pond or Absorption Field or Spray Field, from where it is returned to the environment. When the solid contents of the mixed liquor build up to a point where they would interfere with normal operation of the Aerating and Settling Tanks, the aerated sludge is conveyed from the aerating tank to the Digesting Tank in which the so- lids are trapped and aerated until stable. The solids are then dispensed to sludge drying beds or are hauled to special land fills. The conventional wastewater sewage processes, described above, have a number of major drawbacks, discussed below. (A) Substantial Capital Investment The wastewater to be digested and aerated must remain in the Aerating Tank for a total of 24 hours. Thus, a large, expensive tank able to hold the wastewater of at least one 24- hour output period is needed. For a 50,000 gallon/day activa¬ ted sludge, an aeration tank with at least a 50,000 gallon capacity is necessary. Moreover, due to difficulties in pro¬ cess monitoring and control (see below) excess tank capacity and/or additional tanks are usually required. These high- capacity plants require a substantial capital investment in land, construction and equipment. (B) Operating Costs 1. Conventional Activated Sludge plants require a large inventory in spare parts since some mechanical failures can lead to a shutdown of the entire plant. For example, a breakdown in the aeration process will cause the sludge to bul or to rise to the surface and creates an environmental pollu tion hazard. The treatment process has to be stopped and th contaminated effluent captured and cleared. A mechanical failure (causing inadequate oxygenatio for example) can kill the aerobic bacteria._ This necessitate suspension of all operations until the bacterial level in th Aerating Tank can be restored. 2. Activated sludge plants use many mechanical parts. They include air blowers, motors, scraper and clarifier driv units, pumps, sludge dewatering equipment and facilities, an chemical feeders. These mechanical parts need frequent repai or replacement, and operate on electricity, thus adding to th operating costs. 3. Operation of these plants requires careful moni toring and highly accurate process control. Water quality mus be constantly monitored to ensure complete disinfection. Othe parameters that must be controlled include pH, solids content, sludge age, bacteria levels, oxygen and chlorine levels, an effluent flowthrough. Laboratory tests must be conducted dail and sometimes hourly. This results in high labor costs, as i requires a highly trained operating staff. (C) Environmental Hazards 1. These plants use chlorine to disinfect the final effluent. Chlorine gas highly toxic and special equipment is required for dispensing it. Safety equipment and skilled per- sonnel must always be kept on- hand in case of a chlorine leak, and liability for damages always remains a possibility. 2. The activated sludge must be carefully monitored to prevent it from bulking or rising to the surface. If there should be a failure in the system that causes bulking (either because the solid contents are too high or too low, or because aeration is too high or too low) , then the bulking sludge will go over the weir of the Settling Tank and contaminate the en¬ tire Holding Pond or discharge stream. A septic or an under- aerated sludge can give off offensive odors and draw complaints from a large area. 3. The ultimate disposal of excess activated sludge may lead to environmental problems since the sludge is highly putrescible. For disposal, the sludge is generally divided into solid and liquid portions. The solid part is disposed of by burying it in special land fills or in areas requiring soil conditioning. Substantial acreage can be used up for these sludge drying beds, and the possibility of pollution from these land fills remains high. (The liquid portion is returned to the ' treatment plant for reprocessing. The reprocessing further burdens the plant.) 4. The treated wastewater must often be conveyed to selected sites, because its high chlorine-content (usually 2 ppm) may render it unsuitable for return to the environment. For example, water having a 2 ppm free chlorine content cannot be used for irrigation, because this chlorine level can be detrimental to plant growth. OBJECTS OF THE INVENTION Broadly, it is an object of this invention to provide a more economic, efficient and convenient method for the treat- ment of wastewater. More specifically, it is within the con¬ templation of this invention to provide a method for rapidly, safely and inexpensively disinfecting wastewater, using a mini SUSΞTSTUTΞ SHE mum number of tanks and mechanical parts, and a small capacit installation. It is another object of this invention to provide wastewater treatment method wherein the installation require less land acreage, compared to activated sludge treatmen plants. It is a further object of this invention to provide process for treating sewage wastewater than can be practiced i a plant capable of being readily expanded at a later time at relatively low cost. It is another object of this invention to provide method that does not use activated sludge for wastewater treat ment, thus eliminating foul odor and special treatment, moni toring, and process control steps associated with the use o activated sludge. It is another object of this invention to provide process that can be carried out in a simply designed plan having minimum maintenance costs and using personnel requirin minimum training. It is yet another object of this invention to provide process for treating * wastewater wherein the products can b returned to the environment after treatment without or wit little further treatment. In accordance with the present invention, raw domesti sewage is first passed through a conventional screen to retai most of the solids (debris associated with sewage) . It is the contacted with a bactericidal/disinfectant formulation compris ing a mixture of alkyl methyl benzyl ammonium halides and a organotin compound in an amount sufficient to sterilize th wastewater without posing disposal problems. Mixing is prefer ably effected by aeration, which also lowers or satisfies th wastewater BOD. The disinfected wastewater is then furthe cleared by skimming, floating and settling solids, filtered an returned to the environment. Another aspect of the present invention relates to wastewater treatment plant for the chemical treatment of waste water consisting essentially of: solid collecting means for screening and removing the bulk of solids present in said wastewater; delivery means for delivering to said wastewater a disinfectant composition comprising a bactericidally effective amount of a duo-quat formulation and an algaecidally effective amount of an organo-tin compound; a surge/aeration zone for mixing said wastewater with said composition and for lowering or satisfying its bio¬ chemical oxygen demand; a settling zone for settling the settlable solids and floating the floatable debris remaining in said disinfected wastewater, said zone comprising settled solid, and floating debris removal means; filter means for clarifying the effluent from the settling zone from where said clarified effluent can be dis¬ posed; filter-cleaning means for backwashing said filter means with said effluent fluid; and means for delivering said backwash fluid to said aeration tank. The foregoing brief description, as well as further objects, features and advantages of the present invention will be more completely understood from the following detailed des¬ cription of the presently preferred, but nonetheless illustra- tive embodiment of the invention, with reference being had to the accompanying drawings wherein: BRIEF DESCRIPTION OF THE DRAWING Figure 1 is a flow diagram of a plant using the process of the present invention. Figure 2 is a schematic representation of a plant using the process .of the present invention in accordance with a pre¬ ferred embodiment thereof. DETAILED DESCRIPTION OF THE PRESENT INVENTION With specific reference to Figure 1, domestic sewage 1 is passed through a lift station 2 and then pumped through bar screen 3 into Surge/Aeration Tank 4. Bar screen 3 serves to retain most debris and other solids present in the wastewater. SUBSTITUTE S The disinfectant formulation 5 is introduced at or immediately before the Surge/Aeration Tank in any way that will ensure complete mixing. A preferred way is to meter the formu¬ lation into the feed 6 to the Aeration Tank. The formulation can be conveniently dosed from a drum or holding tank using a standard positive displacement pump, which can be either flow- actuated or continuous-flow. In the latter case, the amount of the formulation delivered to the tank would be based on average daily flow. The disinfectant formulation preferably comprises 97% duo-quat (a mixture of two quaternary ammonium compounds) and 3% organo-tin compound. Most preferably, it contains TBTO, a preparation containing tri-n-butyltin oxide in (distributed by M & T Chemical Co., Newark, New Jersey) , and BTC215M, a deter- gent preparation containing n-alkyl (60% C- 4 , 30% C 6 , 5% C. and 5% C _) dimethyl benzyl ammonium chlorides (distributed b Onyx Chemical, Jersey City, New Jersey) . Other suitable prepa rations include quaternary ammonium compounds selected from th group consisting of: Cetyl trimethylammonium bromide Cetyl pyridinium bromide . Cetyl pyridinium chloride Tetradecylpyridinium bromide Alkyldimethylbenzylammonium chloride B-Phenoxyethyldimethyldodecylammonium bromid Di(n-octyl) dimethyla monium bromide p-tert-octylphenoxyethoxyethyldimethyl- ' benzylammonium chloride N- (acylcolaminoformylmethyl) - pyridinium chloride and organo-tin compounds selected from the group consisting of Ethyltin trichloride Diethyltin dichloride Triethyltin Trimethyltin acetate Tri-n-propyltin acetate Tri-n-butyltin acetate Tri-n-hexyltin acetate Triphenyltin acetate Triethyltin hydroxide Triethyltin benzoate Triethyltin acetate Triethyltin cyanide Triethyltin phenoxide Triethyltin toluene-p-sulphonamide The relative composition of the formulation ranges between about 95/5 and 99/1 duo-quat/organo-tin, and prefer¬ ably, about 97/3 duo-quat/organo-tin. A higher organo-tin proportion is harmless but unnecessary. The duo-quat is used for its excellent disinfectant/bactericidal ability at low (EPA-approved) concentrations. The organo-tin is used to pre- vent fungus and alga growth, presumably by interfering with enzyme function. The amount of the formulation should be sufficient to ensure sterilization of the wastewater. It generally ranges between 50 and 100 ppm of wastewater processed. Higher amounts are permissible but usually unnecessary. In addition, too high amounts, may limit the manner in which the treated wastewater may be disposed and are undesirable. Therefore, the objective is to use the minimum amount of disinfectant sufficient for wastewater sterilization. This amount is usually about 100 ppm, 97 ppm duo-quat and 3 ppm organo-tin based on the amount of wastewater-present. Of course, if wastewater is particular¬ ly contaminated, a higher amount may be necessary, but this can be determined by ordinary experimentation. The quats destroy bacteria by cell wall disruption. Only several minutes (15-20) are required for disinfection. The quats have proved effective in killing gram-negative bac¬ teria (e.g. Escherichia coli) gram-positive bacteria (e.g. Staph. aureus) mycoplasma and certain viruses. Numerous stud¬ ies by Onyx Chemical Co. have also shown this formulation used is not harmful to humans, fish or plants. In the Surge/Aeration Tank 4, the wastewater is thor¬ oughly mixed with the disinfectant by aeration. In addition to mixing, aeration serves to lower the BOD of the wastewater. In fact, by use of the present invention, the wastewater can be completely saturated with oxygen (and convert nitrites to more stable nitrates) in a short period of time (about one order of magnitude shorter than that required in the Activated Sludge process — usually about 203 hours for a 30,000 gpd plant). In fact, the actual contact time necessary for disinfection is between about 15 and 30 minutes. The additional time is given to saturate the sewage/chemical mixture with oxygen. Thus, sufficient oxygen can be supplied to the wastewater to oxidize the undesirable nitrites contained therein to the corresponding stable nitrates. Surface aerators are particularly suitable for this purpose. They are simple to maintain,, consume less power, and allow a thorough mixing. From the Surge/Aeration Tank 4, the aerated and stabi¬ lized wastewater is led to a Settling/Skimming Tank 7. There, remaining floating and settling debris are skimmed off with standard collecting bottom and surface skimmers (not shown) . The collected skimmed floatable material • 8 is passed over a screen 9 that retains the debris and allows the liquid portion to -return to trie . Surge/Aeration Tank 4. Settled solids are removed by a standard blow-off valve (not shown) . The effluent liquor 11 from the Settling Tank is passed through one or more filters 12 (preferably sand/anthracite filters) for further removal of unsettlable solids and clarifi¬ cation. The filters can be standard gravity filters. Long filter runs are made possible by the low solid content, and the absence of sludge overflow; which affects activated sludg processes. The sterile and _clear filtrate 13, flows into backwash holding tank 14. The reason for tank 14 is to retai a reservoir of water for cleaning the sand/anthracite filter 12. Since colloidal particles present in the liquor 11 ma eventually clog filter 12, periodic backflushing is required. This is accomplished with effluent from the Backwash Holdin Tank. After backflushing, the backwash liquid 15 is returne from the filters 12 to the Surge/Aeration Tank 4 and recycled. Effluent 17 from the Backwash Holding Tank 14 is stabl for up to three weeks. This effluent is ideal for a spray irrigation system since it is pathogen-free and also contains minerals suitable for fertilizing. This effluent contains no chlorine, in contrast to effluent from conventional activated sludge treatment plants, which must contain at least 2.0 ppm of chlorine to assure disinfection. It can be directly disposed of or it can be stored in holding poind 18 and then applied directly to spray irrigation fields, where it has a mild ferti¬ lizing action (in contrast to chlorinated water, which at a free-chlorine concentration of about 2.0 ppm inhibits plant growth) . Alternatively, the effluent can be so disposed directly by-passing the need for a holding pond. Other effluent dispo¬ sal methods include percolation ponds, receiving streams and ocean outfalls. The invention is further described in the following Examples, which are intended to illustrate the present inven¬ tion but not to 'limit its scope. EXAMPLE 1 Figure 2 show's a 30,000-gallon/day treatment plant according to the invention. Wastewater sewage is filtered through bar screen 21 into Surge/Aeration Tank 22 having a 501 ft. volume and a capacity of 3,750 gallons. The duo- quat/organo-tin formulation is added through valve 23 at the rate of approximately 100 ppm and mixed with wastewater and air. After three hours, the wastewater is drained with duplex submersible pumps 24 through pipe 25 into Skimming and Settling Tank 26. The wastewater is allowed to stand in this tank for about two hours after which skimmers 27 remove floating and settled debris and pass them through fine screen 28 where the debris are retained. The liquid portion of the skimmed frac¬ tion re-enters tank 22 for recycling. The Skimming and Set¬ tling Tank has a volume of 334 cubic feet and a 2,500 gallon capacity. The Surge/Aeration tank and the Skimming and Set¬ tling Tank are both surrounded by concrete deck 29. The effluent from the Settling Tank is then piped through conduits 30 and 31, through filters 32, and conduits 33 into the Backwash Holding Tank 34. The filters have an area of 9.5 square feet each and allow a flow of 38 gallons per minute (GPM) . The Backwash Holding Tank is 334 cubic feet and has a 2,500 gallon capacity. The sterile water is retained in this tank for about 2 hours and can then be drained to a spray hold¬ ing pond, to an absorption field, or to another suitable faci¬ lity, such as a receiving stream or an ocean outfall. Alternatively, the sterile filtrate can be disposed of directly without storage in a holding tank. Periodic backflushing of filters 32 is required to prevent their total clogging. The filters are backflushed by pumping effluent from the Backwash Holding Tank 34 through conduits 37, 38 and 39 into the Backwash Return Tank 40. This tank is 334 cubic feet and has a capacity of 2,500 gallons. When the backwash return tank is filled, the liquor is returned by submersible pumps 41 through conduit 42 into the Surge/Aera¬ tion Tank 22 for recycling. EXAMPLE 2 Table 1 shows the dimensions of .choice for a typical 30-,000 gallon capacity treatment plant for a 24-hour period according to this invention. The table also compares the capa¬ city, volume, and retention time, of the tanks in a plant ac¬ cording to this invention with those of a conventional treat ment plant capable of treating 30,000 gallons of wastewate sewage over a 24-hour period. It should be noted that th capacity required of the Aerating Tank of the present inventio is only 8.3% of that of the Aerating Tank used in the conven tional (activated sludge) treatment facility. The Settlin Tank of this invention requires a capacity of less then 20% o the equivalent tank for the conventional process. Although th Backwash Holding Tanks of both plants have the same capacity, there are no Chlorine Contacting tanks or Digesting Tanks i the present invention. The capacity of the tanks in the pre sent invention total to 5,700 gallons as compared to 49,70 gallons in the conventional plant, a ratio of about 1:8. Thi represents significant savings in materials and space. EXAMPLE 3 Fresh, raw, wastewater sewage, was passed first through a standard one-inch bar screen, and then through a fine mesh screen to remove most of the (settled and floating) solids. The solids were collected into a container. This procedure simulates the action of a static microscreen. Subsequently, the following bench study was conducted: To 4000 ml of this wastewater, 1,.0 ml of the duo- quat/organo-tin preparation was added to given a concentration of 100 ppm. The materials contained in the preparation were BTC-215M Duo- uat (97%) and PBTO (3%) . The mixture was vigor¬ ously shaken for up to one minute to ensure uniform mixing. Approximately one liter of this solution was placed in a blender and mixed at a low speed for 1 minute intervals every other minute during a 30-minute period. (This intermittent mixing method simulates conditions obtained in a plant with surface aerators) . The blended sample was then filtered through a Buchner funnel containing rapid filter sand into a sterile flask. This procedure simulates the gravity filter action.. An aliquot of this last filtrate and an aliquot of the filtrate obtained after passing the sewage through the bar and fine mesh screens, were analyzed for fecal colifor , total coliform and relative stability (using methylene blue) in ac- cordance with ASTM AWWA-APHA-WPCF (14th Edition) . The results are shown below. TREATED WASTEWATER: FECAL COLIFORM 1:100 dilution -1/100 ml 1:4 dilution -1/100 ml 1:1 dilution -1/100 ml TOTAL COLIFORM 1:100 dilution -1/100 ml 1:4 dilution -1/100 ml 1:1 dilution -1/100 ml RELATIVE STABILITY: The sample remained blue for a period of 23 days at 68°F which indicated a relative stability of 99%. UNTREATED WASTEWATER: FECAL COLIFORM 1:10,000 dilution; 2,580,000/100 ml TOTAL COLIFORM 1:10,000 dilution; TNTC RELATIVE STABILITY: The sample turned cle in 0.5 days at 68°F whi indicated a relati stability of 11.0%. These results indicate that the wastewater treated accordance with the present invention is bacteriological sterile with a contact time of 30 minutes. In addition, t characteristic raw sewage odor disappeared almost immediate upon contact with the formulation and the sample was relative clear in appearance. It will be appreciated that although the foregoing useful for domestic wastewater treatment (i.e. treatment wastewater produced in residential areas, or in industri areas by workers, shower facilities and ^ cafeterias) , it c also be used to treat other kinds of wastewater such as proce and/or cooling wastewater provided that ' such wastewater co tains biodegradable organic matter and bacteria. It can al be used in conjunction with other wastewater treatment method Thus, even if the process water to which the present process applied contains contaminants other than bacteria, these co taminants can be removed prior to, or preferably after, t present treatment by techniques appropriate for the types contaminants that are to be removed. CONVENTIONAL PRESENT INVENTION CAPACITY VOLUME RETENTION CAPACITY VOLUME RETENTION TANK NAME ' fGALI FT 3 (HRS. .GAL. FT 3 CHRS. AERATION 30,000 4011 24.0 2,500 334 2.0 SETTLING 6,500 870 5.2 1,200 160 1.0 FILTRATION (standard 2 gpm per sq. ft.) (standard 2 gpπi per sq. ft.) CL2 CONTACT 3,200 428 2.6 B. . HOLDING 2,000 267 2,000 267 DIGESTER 8,000 1070 TOTALS 49,700 gal 6,646 ft 3 31.8 hrs. 5,700 gal 761 ft 3 3.0 hrs. TABLE 1

Claims: What is claimed is: 1. A method for treating sewage wastewater comprising in lieu of activated sludge treatment: mixing into wastewater a bactericidally effective and disinfectant amount of a formulation comprising compounds selected from the group consisting of quaternary organic ammo¬ nium halides or mixtures thereof and an organo-tin disinfectant compound. 2. A method for treating domestic wastewater contain¬ ing biodegradable organic material and microorganisms, said method comprising as an alternative to treatment with activated sludge: mixing into said wastewater a disinfectant/bacter¬ icidal formulation comprising a mixture of quarternary ammonium halides and an organotin compound in an amount and for a period of time sufficient to disinfect/sterilize said wastewater; aerating said sterilized wastewater for a time sufficient to lower or satisfy its biochemical oxygen demand; allowing solid particles contained in said waste¬ water to settle or float; removing said particles from said wastewater; and filtering said wastewater to clarify it from col¬ loidal impurities. 3. The method of claim 2 wherein the organotin com¬ pound is selected from the group consisting of tri-n-butyltin oxide, ethyltin trichloride, diethyltin dichloride, triethyltin chloride, tetraethyltin, trimethyltin acetate, triethyltin acetate, tri-n-propyltin acetate, tri-n-butyltin acetate, tri- n-hexyltin acetate, triphenyltin acetate, triethyltin hydro¬ xide, triethyltin benzoate, triethyltin acetate, triethyltin cyanide, triethyltin phenoxide, and triethyltin toluene-p-sul- phonamide. 4. The method of claim 3 wherein the quaternary am¬ monium halide compounds are selected from the group consisting of n-alkyl dimethyl benzyl ammonium chloride, cetyl trimethyl- ammonium bromide, cetyl pyridinium bromide, cetyl pyridinium chloride, tetradecylpyridinium bromide, alkyldimethylbenzyl tt ammonium chloride, B-Phenoxyethyldimethyl-dodecylammonium bro¬ mide, Di(n-octyl)dimethylammonium bromide, p-tert-octylphenoxy- ethoxyethyldimethyl-benzylammonium chloride, N-(acylcolamino- formylmethyl).-pyridinium chloride. 5. The method of claim 4 wherein said aeration time is from about 2 to 3 hours. 6. The method of claim 5 further comprising physi¬ cally separating coarse solid materials contained in sai wastewater prior to mixing said composition in said wastewater. 7. The method of claim 6 further comprising disposa of: (a) the physically separated solid materials; (b) the floated or settled particles; and (c) the filtered wastewater. 8. The method of claim 4 further comprising cleanin the filtering means using a portion of said filtrate as back wash cleaning fluid and reintroducing said fluid in the set tling means. 9. The method of claim 4 wherein said compositio comprises a- mixture of at least two alkyl dimethyl benzyl am monium chlorides, and tri-n-butyl-tin and propylene glycol as carrier. 10. The method of claim 4, wherein said amount of sai composition ranges between 50 and 100 ppm of said wastewater. 11. The method of claim 10, wherein said amount is 10 ppm. 12. The method of claim 6, wherein said aeration take place in an aeration tank having a capacity substantially equa to that of the hourly throughput of said wastewater multiplie by the aeration time. 13. The method of claim 5, wherein said filtere wastewater is suitable for spray irrigation directly after sai treatment. 14. A plant for the treatment of domestic wastewate by an alternative to an activated sludge process, comprising: solid collecting means for removing the bulk o the solids contained in said wastewater; delivery means for delivering to said wastewater a disinfectant composition comprising a bactericidally effective amount of a mixture of alkyl dimethyl benzyl ammonium halides and an algaecidally effective amount of an organotin compound; a surge/aeration zone for mixing said wastewater with said composition and with oxygen; a settling zone for settling the solids and float¬ ing the debris remaining in said wastewater, said zone compris¬ ing settled solid and floating debris removal means; filter means for clarifying the effluent from the settling zone; and filter-cleaning means for preventing clogging of said filter means. 15. A plant according to claim 14, wherein said fil¬ ter-cleaning means employs a portion of the filtrate to clean said filter means. 16. A plant according to claim 14, wherein said compo¬ sition comprises 97% n-alkyl dimethyl benzyl ammonium chloride and 3% tri-n-butyl-tin and is delivered at a rate of 100 ppm. — ' J . ..•_. • ■ -^= ■ We.*-

Inventors: FORTE DAVID, HAINES FREDERICK T, FORTE, DAVID, HAINES, FREDERICK, T.
Applicants: US ENVIRONMENT RESOURCES, US ENVIRONMENT RESOURC CORP
Application year: 1986
Main classification: C02F1
IPC codes: C02F1