Waste Stabilization Ponds: Performance, Design, and Treatment Technologies, Slides of Music

Download Waste Stabilization Ponds: Performance, Design, and Treatment Technologies and more Slides Music in PDF only on Docsity! DEMONSTRATION: FILTRATION OF WASTE STABILIZATION POND EFFLUENTS by T. F. Craft ~-­ (FinalR~ CPRC Grant No. 10740003 Georgia Tech Project E-26-641 Sponsored by Coastal Plains Regional Commission 215 East Bay Street Charleston, s. C. 29401 School of Nuclear Engineering Georgia Institute of Technology Atlanta, Georgia 30332 November 17, 1979 Acknowledgements A number of extraordinarily cooperative people have made significant contributions to the work reported here. The project officer of the Coastal Plains Regional Commission, Mr. McIver Watson, has been patient and understanding when troublesome problems have arisen and has given full support throughout. Personnel of the Georgia Agency for Surplus Property scoured the region for major items that were needed: a trailer, generator, tires, and hoses. In addition, they supplied many small but essential items. For efforts above and beyond the call of duty, thanks to Messrs. Jason Long, Harold W. Fendley, and James T. Spratlin. A succession of gracious hosts was encountered at the various field locations where operations were carried out. Mr. David Van Landingham, Director of the Water Pollution Control Department of Gwinnett County, not only welcomed us to one of his ponds J .but loaned us a brand new generator for an extended period while our regular generator was being. repaired. Mr. John T. Briscoe, Superintendent of the Water J Light, .and Cas Commission of Monroe, saved us untold hours of effort by installing a power line directly to the filter. This allowed continuous operation for extended periods. Sincere apprec~ation not only for this, but also for· revealing the location of one of the fine eating places in this area. At Hazlehurst, Mr. Jerry Fisher, Superintendent of Water, provided a very warm welcome along with a crew to unload and later load the numerous hoses involved. He and his men continued to check on our operations at odd hours, providing the confortable feeling "that help was near if needed. Thanks also to Mr. J. I. Youngblood, mayor of Ashburn, for assistance in the midst of his very busy schedule. At the Georgia Forestry Commission, cooperation is genuine. Several people were involved in hauling the trailer around the state, and special appreciation is expressed to Mr. Ray Shirley, Director, Mr. Al Smith, Chief, Forest Administration, Macon, and Mr. James M. Tidwell, Jr., Dis­ trict Forester, Ashburn. Special thanks also· to Mrs. Ruth Salley and Mrs. Julia Rankin of Georgia Tech for their unflagging efforts in turning a mass of semi­ legible hand-written pages into a report. ii 20. 21. Particle Size Distribution of Initial Sand Particle Size Distribution of Sand Bed After Adding "Minus 30 Sand Blasting Sand" • • • • 22. Suspended Solids Concentration of Filter Influent and Effluents •••••••••• 23. Suspended Solids Concentration of Filter Influent and Effluents •••••••• 24. Particle Size Distribution of Anthracite. , •• 25. Filtration with Nalco 7105 •• . . . . . . 26. Filtration with Magnifloc 58lC. 27. Filtration with Alum and Low Dose of Magnifloc S8le • • • • • • • • • • • • • • • • • • • • • 28. Filtration with High Dose of Alum and Magnifloc 581C • • • • • • • • • • . . . . . . . v 46 48 49 50 52 61 62 63 64 Table I. II. III. IV. V. VI. VII. VIII. IX. x. XI. XII. XIII. XIV. xv. List of Tables Values of K.r • • • · · . .0 . . Types of Waste Stabilization Ponds. Summary of Coagulation - Flocculation - Sedimentation Performance • • • • • • Summary of Microstrainer Performance • Estimated Performance of Algae-removal System Discharge Monitoring Reports: Clayborn Manor Pond, Gwinnett County • • • • · . . . . . . . Discharge Monitoring Reports: Mountain Creek Pond, Monroe, Georgia •••• · . . ... ' .. Discharge Monitoring Reports: Pond 12, Hazlehurst Georgia • • • • • • • • • • • · . . . . . . . Discharge Monitoring Reports: West End Pond, Ashburn, Georgia. • Filtration with Alum • Polymers Tested in Filtration Runs • Filtration with Polymer. Filtration with Alum and Polymer • . . . . . . . . Filtration with Magnifloc 5ale • Filtration with Alum and Magnifloc 58lC. • vi 12 14 22 26 26 38 39 41 43 53 55 56 . . 57 58 59 I. Introduction An increasing public awareness of the hazards pf polluted water and the benefits of clean water is evident in the United States and in other . highly developed countries. This has led to increased emphasis on the abatement and/or prevention of water pollution. Regulatory agencies are following their legislative mandates to insure that lakes and streams become, and remain, clean enough for their intended uses. Regulations on the quality of the water that is released to the environment have become increasingly stringent over the years, and good wastewater treatment practices are necessary to meet the requirements. The treatment and disposal of wastewater presents problems for com­ munities of all sizes, but particularly for smaller communities (popula­ tion up to a few thousand) with their limited financial resources. The typical small town does not have easy access to a large river, but must rely on some nearby creek or stream for disposal of wastewater. The problem becomes even more difficult when the size or assimilative ca­ pacity of the available stream is insufficient to accommodate the quan­ tity of wastewater being produced. It then becomes necessary to either provide a suitable level of treatment to meet the applicable standards or find some alternate means of disposal. Ponds are one possible solution to this problem. The use of ponds for waste stabilization has been practiced in Europe and Asia for centuries, but it has only been within about the last fifty years that ponds designed specifically for waste treatment have been con­ structed. According to Barsom,l in 1945 there were less than fifty municipalities in the United States that used any form of waste stabiliza­ tion pond, known also as oxidation ponds, lagoons, or other synonym. By 1971 this number had risen to about 4500. Additional installations in use by business, industry, and various institutions no doubt number into the thousands. The advantages of waste stabilization ponds lie in their simplicity of design, construction, operation, and their relatively low cost. In spite of their apparent simplicity, ponds can produce a high degree of stabilization. Actually, the processes that occur in ponds are quite 1 II. General Features of Waste Stabilization Ponds Nearly 20 years ago the need for standardized terminology relating to waste treatment ponds was noted by D. F. Smallhorst. 2 It is indeed unfortunate that this need still exists. Among the terms used to describe man-made depressions in the ground used for the treatment of wastewater are the following: lagoon, stabilization lagoon, waste treatment lagoon, waste stabilization lagoon, sewage lagoon, oxidation pond, waste pond, stabilization pond, and waste stabilization pond. Descriptive prefixes such as aerobic, anaerobic, facultative, aerated, sludge, and manure are also used. Schemes for classification of ponds have been proposed, most notably that of the American Society .of Civil Engineers,3 but none have proven very satisfactory. Seasonal environmental factors fluctuate, and the fundamental mode of operation of a pond may change markedly. Based upon use, operation, design, and chemical, biological, and physical character­ istics, ponds have been classified according to depth, main source of oxygen, rate of organic loading per day; hydraulic arrangements including inlet, flow-through pattern, outlet and recirculation design; and method of effluent disposal by release to a stream, percolation, evaporation, or transpiration from cover crops. Al though ponds generally appear to be calm bodies of water, the continuously occurring reactions and interactions are quite complex. Figure 1 illustrates the major interrelationships that are involved. 4 The process begins with the supply of organic matter that is a component of the influent sewage. The organic matter is metabolized by bacteria with concomitant increase 1n the bacterial biomass. Carbon dioxide is also released and is used by algae in the presence of sunlight to form additional algae and to release oxygen. In simplified form, the following equations illustrate the reactions: Aerobic conditions: 2 CH 0 0 bacteria CH 0 + CO + H 0 2 + 2 .. 2 2 2 (organics) (bacteria) 4 Anaerobic conditions: bacteria bacteria • .. Algae utilization: algae ----~~~ CH20 + 02 + H20 (algae) Both the algae and bacterial masses are consumed by microscopic herbi­ vores who, in turn, are consumed by carnivores which are somewhat larger Sewage Organics I t Decomposers CO2 Grozinq ton - C - C - C Phytoplank + Herbivores + Carnivores + D~compos ers -c Biomass - C + Orgonics - C Totol - C O2 , Sun Light ~" Death .~ PhytoPlankto,n~. Grazing Herbivores CO2 I.. l . Grazing CO2 --'" Carnivores ., I Figure 1. Food Chain in a Waste Stabilization Pond ,....-- animals. Death of any of the living components returns the organic material to be recycled through the chain again. All of these various types of organisms playa role in the stabiliza­ tion of degradable organic matter, and they are all related through the food chain. Hence, the organic content of a pond consists of the unassim­ -ilated components of the influent sewage plus the content of all the organisms present in the pond. Effluent, therefore, includes dissolved 5 organics, bacteria, and other organisms which will pass through filter paper and a suspended fraction which can be caught on filter paper. The type of pond most characteristic of the coastal plains area is a large, relatively shallow depression used to treat wastewater that con­ tains settling solids. The solids accumulate on the bottom and decompose anaerobically. Depending on the pond loading and other factors, the dissolved and non-settling particulate matter may decompose either aero­ bically or anaerobically. These ponds are frequently termed "faculta­ tive." In general, the sludge layer or benthos remains continuously anaero­ bic .and the surface, in content with the air, has at least a small amount of dissolved oxygen and typically a substantial content of dissolved oxygen. The central layer of the pond contains facultative bacteria and varies in oxygen content between day and night as well as according to depth. The build-up of settleable solids is a function of temperature, and 1.n all situations the degradable solids strongly influence the reactions that occur in the pond. In multi-cell designs, sludge build-up ROCK OR MATTING DISSOLVED OXYGEN; DEPTH-ri ~ OXIDATION ( . REDUCTION POTENTIAL fDEPT~ =--=--= -~ --. -. =OX"IDliING = -:~'AEROBIC" - REDUCING ~' ANAEROBIC" -.a O:.l!. • ~: .~ .. ----""--+1-+--+""--­ ' •• : '".~.:~., • .,..,.: :~~:.!-:. ; .T • . ~:.-.• ~: ••. o:-.:~.: .":"",. ::1-<-• • ~'I'''''·''>*''';:-'''''· ; "':" .••. :'.-:':: .. : " .. SLUDGE" ~ Figure 2. A Facultative Waste Stabilization Pond beyond the first cell is negligible. There is also very little build-up in polishing ponds that follow facultative ponds. In facultative ponds, oxygen is supplied through two mechanisms. The main source is due to photosynthesis by the algae under the influence of sunlight, and the other source is direct transfer from the atmosphere. When wind action 1.S appreciable, particularly in larger ponds, surface aeration becomes quite significant. Figure 2 indicates the dissolved oxygen and oxidation-reduction potential patterns of a typical faculta­ tive pond. The dissolved oxygen content is higher during the day when 6 significance in tropical areas where the wind velocity is low is differen­ tial heating. Mixing is an important factor in the growth of algae, for many algae are non-motile and mixing is necessary to bring them into the zone of effective light penetration. If mixing is reduc~d during the usual diurnal cycle, a reduction in the generation of certain algae may follow, resulting in a shift from one dominant species of algae to another. Also, mixing during daylight aids in the distribution of dissolved oxygen. 7 / SEWAGE WINTER NIGHT " . . ~WARM ' /"COOL / ~,-?_. _~ __ ct_'i_:Z_t_'_r_?_2_t_t:-a_j-f1\f' 2 t 7m" :t~~ .!o~ 7 SEWAGE t . -----' SUNNY WINTER DAY COOL WARM SEWAGE SUMMER DAY Figure 5. Stratification Due to Thermal Differences Between Influent and Pond lvater Another factor of great importance is temperature because it affects the rate of chemical and biochemical reactions. The average temperature, daily fluctuations, and yearly variations all influence the biological, chemical, and physical processes in the pond. Facul tative ponds are typically 3 to' 5 feet in liquid depth and receive organic loadings in the range of 10 to 100 pounds of BOD 5 per acre 9 per day. Influent may : be raw or settled sewage. Detention time varies with the situation and the climate, but probably averages around 40 days. Conventional facultative ponds do not include mechanical aeration equip­ ment in either single or multi-cell designs. Kinetic Model of Pond Breakdown Action If it is assumed that all the influent BOD is stabilized by faculta­ tive organisms, that complete mixing occurs, and that breakdown takes place according to a first-order reaction, the effluent and influent BOD concentrations may be described by Equation 1. Although it provides a useful basis, this is an idealized equation that does not take into account the difference between the biological breakdown rates of the soluble material and those of the settleable solids. where L pond and effluent BOD 5 (mg!litre) p L = influent BOD 5 (mg/litre) ° KT = breakdown rate at temperature T RT = detention time at temperature T Tne breakdown rate, K T , depends on the temperature as follows: where KlS = Oc3 S - T ) KT T = pond operating temperature (oC) = temperature reaction coefficient = 1.085 and K35 = breakdown rate at 35°C (1) (2) For a fixed percentage reduction of BOD, the symmetry of KT and ~in Eq.l 10 permits Eq.2 to·be expanded as follows: where K35 = OC35-T) = RT KT RJS R35 = detention time at 3S o C (3) 6 Data obtained by Suwannakarn and Gloyna from a series of labora- tory-scale ponds treating a synthetic non-settling waste at a number of different temperatures were analysed by Marais,7 who obtained values for 100 70 ,,50 Z Z < ~30 w c: ~ z w 3 10 .... ~ II.. 7 o I '</ 1-6- 1/ .J. 1/ y ~ v (VI' / " ,s .)/ I-+- 1/' V t Va' /. 1"\ ~I+~ '... 1>- 1/ I ~ ~ /'u • ~ L V c; o :z: . 2 3 5 7 10 20 30 50 70 100 THEORErlCAL .,. OF INFLUENT BOD REMAINING Temperature ee) Flow (litres/day) _ 35 6 -¢- 35 9 o 24 6 ~ 24 9 ... 20 6 .98 From Marais (1966), based on experim~ntal data obtained by SuwannaTo.arn &. Gloyna (1964). Figure 6. BOD Removal in Laboratory-Scale Series of Oxidation Ponds: Correlation of Experi­ mental and Theoretical Results 11 17 18 given by Oswald and Gotaas and by Oswald. Anaerobic ponds are typically deep, heavily loaded facilities that are about the same as an open, unheated, unstirred digestor. They are generally designed with small surface areas and a depth of 8 to 10 feet. There is a relatively solids-free liquid layer above a layer of settled solids. A floating scum layer may occur depending on the nature of the waste. Tertiary ponds, also termed maturation ponds, are generally used for polishing effluents from conventional secondary treatment processes, such as trickling filtration or activated sludge. Detention times of from one day to several weeks reduce BOD, suspended solids, coliform count, nitro­ gen, and phosphorous in the effluent. Depth is 1 to 5 feet; oxygen is supplied photosynthetically, sometimes supplemented by mechanical aera­ tion. BOD loadings are normally less than 15 pounds/ac~e/day, but may be h h " h LId S h' 19 d W" 20 h d "b d . muc 19 ere oe er an tep enson an e1SS ave escr1 e tert1ary facilities of several types. A summary of the characteristics of major types of ponds are given 1n Table II. All of the values listed are approximate, and exceptions can be readily found. Table II. Types of Waste Stabilization Ponds Type High-rate aerobic pond •..••• _ •••••••••••.....••• Facultative pond .•....•.••..•••••.•••••..• . •••• Anaerobic pond ••••••••••• _ .•••.••••••.••• - ••• Maturation pond •.•...•••••••. _ •••••..••...•••• Aerated lagoon •.••••.•.•••.••.•••.•.••••••••.• 14 Depth, feet 1 to 1.5 3108 Variable 3 t08 Variable Loading; Ib BODs/acre/day 60 to 200 15 to SO 200 to 1,000 <15 Up to 400 Ib/acre/day BOD removal or con- . version, percent 80 to 95 10 to 95 50 to 80 Variable 10 to 95 III. Methods for Upgrading Pond Operations With increasingly stringent effluent requirements, modifications of existing facilities may be required to meet all treatment objectives. In the coastal plains area, suspended solids content of effluent is fre­ quently above levels presently mandated. The BOD associated with the solids is also high, but generally decreases proportionately with the solids co'ntent. Figure 8 depicts average effluent characteristics for three types of ponds. None of these meets the limitations of 30 mg/l, and clearly the 70 60 llii] BOD ,. SS 50 ~ E ~ 40 w ~ ...t u.. u.. w 30 20 10 o ~ ______ ~~~~~ ______ ~~ FaQJ!tative lagoon Aerated lagoon Tertiary lagoon Figure 8. Performance of Waste Stabilization Pond Systems facultative design, although most pr~valent among ponds, is very poor in this respect. The suspended solids in the effluent of facultative ponds consist mainly of algae. Althougb certainly not as objectionable as the solids present in influent sewage, they do exert an oxygen demand and are definitely organic matter. The need to produce increasingly higher quality effleunt has result- ed in many investigations. Some methods tried have produced excellent 15 results but at intolerably high costs. Other procedures have resulted 1n improvements, but the optimum has by no means been yet achieved. Much can be done to produce high .efficiency ponds through appropr1- ate design of the process and the physical facility, including flow pat­ terns and other hydraulic considerations. Two factors that are well-established as determinants of pond per­ forma~ce are detention time and loading. Figure 10 shows the relation­ ships for canning wastes, and municipal wastes would follow the same general pattern. From this figure it is readily seen that improvement would result from increased detention time, reduced loading, "or the addi­ tion'of other ponds to the system. Increasing depth adds detention time but should be approached with caution, as the mode of operation might be altered. Decreased loading might be accomplished by pretreatment, pos­ sibly by sedimentation. Increased system capacity would be provided by employing existing ponds, or by adding new ones, either in series or 1n parallel with extant ponds. Flow pattern~ are of major importance and may be controlled by place­ ment of inlet and outlet structures, baffles, and by configuration of the IOO~------------~~Y-----------~~---+----~-----------, 80 60 ~ 50 ~ 40 liJ" 30 ~ ;: 20 ~ o ;:: ~ liJ .... liJ Q 10~--~--------~£-1---------~-------r----~~--------~ 8 6 5 4 3 2 20 40 60 100 200 400 1000 3000 10.000 . Y, LB. BOD/ACRE-DAY Figure 9. BOD-Removal Relationship for Ponds Treating Cannery Wastes 16 IV. Removal of -Algae A different approach to the improvement of pond performance is to remove the suspended solids from the effluent. As the solids are mainly algae, their removal also reduces the BOD. However, the separation of algae from water is quite difficult due to their small size and their density, which is not very different from that of water. Also, they do not tend to agglomerate into conveniently removable masses due to their mutually repulsive charged state (negative). This combination of proper­ ties has led to many different approaches to the desired liquid-solids separation. Filtration, flotation, centrifugation, and various chemical coagulants have been tried along with such techniques as land applica­ tion. Following is a discussion and review of some of those procedures and strategies, preceded by a brief discussion of algae that may be involved. There are four classes of algae: green algae, blue-green algae, dia­ toms, and pigmented flagellates. A few types of algae, characteristical­ ly found in polluted water are illustrated in Fig. 10. Due to their differing characteristics, different removal efficiencies may be produced according to the classes that are present. Chlorella and Scenedesmus are probably the most frequently occurring algae in waste stabilization ponds, al though Ankistrodesmus, Microactinium, Actinastrum, and Closterium are very common. All of these non-motile algae except ChIarel­ la have sharp projections that maximize surface area per mass and they are able to survive in the presence of predators. Motile algae proliferate particularly well due to their ability to move to their optimum level of light. Major species include Chlorogonium, Phacus, Pandorina, and Car­ teria. The pigmented flagellates Chlamydomonas and Euglena are common. The cell wall of Euglena is flexible which allows it to pass through constrictions. Motile algae are particularly difficult to remove by sedimentation or flotation processes, as they are able to swim away. Blue-green algae are responsible for many of the foul odors that can be produced by ponds. Oscillatoria, Anabaena, and Phormidium, are fila­ mentous organisms that tend to form mats which cause the obnoxious odor usually described as "pig-pen." It has been noted that filamentous algae 19 • gae Found in Figure 10 Al Polluted T.T water 20 survive because animal predators remove the flagellated algae, leaving those undesirable forms to proliferate. Diatoms have a silica shell, are non-motile, and may be found in waste stabilization ponds. The most common diatom is Navicula. As previously noted, algal cells carry a negative charge and the mutual repulsion tends to keep them separated. The repulsion can be overcome by the addition of chemical reagents which alter the charge pattern and allow agglomeration into floes which can then be removed. Some previous investigators22- 25 have tried the use of various organic polymers, but the general opinion is that this is not economically feasible. The action of some polymers is quite sensitive to pH, and the variation in pH typical of photosynthetical­ ly active ponds may be one cause of erratic results. Inorganic reagents, most frequently alum, ~ave produced better re­ sults than polymers alone. Iron compounds may also be useful coagulants~ but their use has been limited due to the color they impact to the efflu­ ent. Lime alone or in combination with other reagents "has been used. The choice of coagulant and the possible use of an organic coagulant aid depends on a number of factors, including results sought, quality of the effluent, type and concentration of algae, the total process concept, and f the cost. 26-29 Th t b b t- t f t 1 o course, ere appears 0 e no su s ~tu e or ac ua trial when a choice is to be made. For tests, laboratory and pilot scale studies, and larger demonstrations are viable approaches, but it has been found that results obtained under laboratory-control conditions -do not necessarily correlate well with results obtained in the field. This may be due to environmental influences or to problems of scale. Sedimentation alone is ineffective for algae removal, although it can be utiiized following coagulation and floculation processes. In such a sequence a chemical coagulant is added to destabilize the algae. Then a floculation period is provided during which the particulates are agglomer­ ated into floes which are large enough to settle at a reasonable rate. This procedure is capable of high algae removal as reported by several . . 22,27 f d t •• bl d· 1nvest1gators. Some per ormance a a are g~ven ~n Ta e III. Se~- mentation overflow rates have been in the general range of 0.2 to 0.8 gpm/ft2 with a hydraulic retention time in the order of 3-4 hours. The concentration of settled solids has been low, averaging about 1% when alum or iron is used. The use of tube settlers appears useful in reducing the 21 economically attractive, but little work has been done in this area so far. Centrifugation has been found to work satisfactorily in the separa­ tion of algae from water. It is, however, a very expensive procedure not only in terms of capital investment, but particularly power costs which may significantly exceed $100 per million ga1lons. 35 ,38 Land treatment of pond effluent is a technique that offers opportuni­ ties for develQpment. Where the terrain is suitable, effluent is distrib­ uted along the top edge of a wide, gently sloping grassed area. Some water is lost through percolation, a ci~cumstance that mayor may not be desir­ able. Over a properly dimensioned area, dosed intermittently, satisfac­ tory results are obtained. 39 All the above methods of suspended solids reduction are based on the removal of algae from pond effluent. A different approach to the problem is to remove algae from within the pond, or to prevent them from appearing in the effluent. The Oklahoma State Department of Health has, for in- b . .. 1 40 stance, een 1nvest1gatl.ng aquacu ture as an algae removal process. Their approach has been to raise fish in a series pond arrangement of six cells. The fish are subsequently available for various beneficial pur­ poses although not for human consumption. Fish culture has a certain appeal as a means of (1) removing algae from ponds and (2) obtaining a beneficial by-product. While there is at present no ' great amount of information available on this subject, some studies have been carried out in the United States and elsewhere. It appears somewhat difficult to optimize the dual objectives of algae re­ moval and food production, although the techniques are not inconsistent. The nutrients present move through a food chain of bacteria, plankton, and other small aquatic organisms to reach the level of fish, and there are sev~ral inherent problems. It is necessary to maintain a sufficiently high level of dissolved oxygen and avoid sludge deposits and deleterious sur­ face growths. Toxic substances must be absent, and a biological balance that will yield adequate quantities of fish food must be maintained. Substantial quantities of fish can be raised per acre of pond, but there are difficult questions concerning the sanitary aspects if the fish are to be used fo~ human consumption. In Europe it is considered satisfac­ tory if the fish are removed to clean water 2 or 3 weeks prior to consump­ tion. It is ' interesting to note, however, that in Southwest Asia, farmers 24 raising fish on sewage sell them and buy others for their own consumption. The use of fish in animal food and for other purposes is less troublesome. The prospect of a salable product is likely to stimulate increased investi­ gation in this area. Series pond arrangements promote lower algae concentration in their effluents, due to possible increased sedimentation, but this is strongly influenced by the hydraulic settling characteristics of the algae spec~es present and by wind mixing. A more likely view of the situation is that each pond beyond the first is operating in "normal" fashion, but with successively lower loadings. It is also possible to use intermediate chlorination between cells of a series arrangement. The chlorine kills algae and promotes settling, but releases a substantial amount of soluble BOD into the water. 41 ,42 Intermittent discharge lagoons are generally loaded at low rates and have sufficient capacity to require discharge only twice a year. Times for discharge are chosen to coincide with periods of low algae content. This technique is of more limited value in warm climates where there may be insufficient periods of low concentration of algae. The addition of a chemical coagulant prior to discharge may be of value in some cases, and was a very successful procedure when tested in Ontario. 43 Filtration processes are commonly used to good advantage for liquid/­ solids separation, and considerable effort has been devoted to algae re­ moval by such a technique. In general, however, the small size of algae, their surface change, and their low density result in rather poor removals at concentrations typical of waste stabilization pond effluents. In situ­ ations of low algae concentration much better results are obtained. If the filtration step is preceded by preliminary processes such as coagulation or sedimentation which reduce the suspended solids. level, filtration can produce effluent of almost any quality that might be desired. Intermi ttent sand fil tration is a technique that has been under study.44,45 Good results have been obtained, although only influents of low to moderate suspended solids content were investigated. One drawback to this technique is the need for periodic cleaning of the sand which requires considerable labor. Microstraining has been attempted ina number of locations with un~­ formly poor results, as is shown by the comments summarized in Table IV. 25 Table IV. Investigator and location Golueke et ar.~ ~ •• ___ •• Richmond. Calif. Dryden et a1.!+ 6 •••• _ •• Lancaster. Calif. Lynam et al.. 4~ •••• __ • Chicago. III. California Department. _ • of Water Resources.ItS Firebaugh. Calif. Summary of Microstrainer performance Finding "At the most. on IV an extremelv small amount of algae was ~emo\led bV the machine even with the addition of filter aid. decrease in flow rate. and the slowing of the rotational speed of the filter." . A 23-pm micros trainer was tested. "Removals with the microstrainer were totallY' inadequate and blinding by the bodies of crustacea and other foreign material oc­ curred quite rapidly." 56·percent BOD removal. 61-percent SS removal. Less than 43 perant of the algae . were removed. 25- and 35·pm screens were tested. HOperation of the unit soon showed that algae were passing through the finer screen. Removal, up to 30 percent were obtained, but most of this was due to algae settling in the influent and effluent chambers." Microstrainers reportedly work well in removing algae from water supply sources, but clearly the size of the individual particles is larger than those found in ponds. Although sufficient data does not exist to fully evaluate the various techniques and processes for removal of algae, it is possible to estimate some relative values. Table V shows what might be expected of a faculta­ tive pond in the summer, if a suspended solids content of 150 mgtl is assumed. Table V. Estimated performance of algae-removal systems System Microstraining .......... _ ................................................... . Direct filtration without coagulants ............ . ........................ . In·pond removal-series arrangement, continuous discharge ....................... . In-pond removal with chlorinationb ••••••••••••••••••••••••••••• ~ ••••••• Submerged rock fi IterC .............................................. ....... . Centri fuge .......................................................... . Intermittent discharge lagoonsd ........................... : .......... ~ •••• Aquaculture ............... : ........................................... .. Over! and flow ......................................................... . Coagu lati on-fl occu lation.-sedi me ntation •.•••••••••. ........................... . Coagulation-flotation ••••••••••••• .•••••••.•••••••••••••• .: ........... . Intermittent sand filtration •••••••••••••••••••.•.•••••••••.••••••••••• In-pond chemical addition to intermittent discharge lagoonsd ...................... . Coagulation-clarification followed by filtration ................................... . -Assumes pond effluent suspended solids 8t 150 mg/l. except 8S noted_ bAccompanied with the release of BOD. Mean effluent SS,a mgtl >60 >60 >30 >30 <30 <30 <30 <30 <30 10-30 10-30 20 <10 <10 CTentative ranking-full-scale testing to date is based on pond effluent suspended solids averaging Jess than 73 mgn. dMav be limited to northern U.S. climatic conditions. 26 located above the backwash tank. The capacity of the pump was adequate for all situations encountered, and a valve was later added to the dosing box inlet line so that the flow could be throttled when req~ired for low­ rate filtration experiments. Better control of the flow was obtained by adding two drain outlets to the dosing box. Hoses returned diverted flow to the pond. Very fine control could be obtained by adjustment of the valves which were located so that the operator could observe the flow depth at the weir and handle the valves simultaneously. Flow passed from the dosing box over v-notched weirs into the filters. The weirs were adjust­ able and could be moved to offset differences caused by lateral non-level conditions of the trailer. The trailer could be easily leveled front-to­ back with the landing gear, but there was no provision for leveling in any other plane. The depth of flow over the weirs was used for flow measurement, and the actual levels were measured with hook gauges constructed of small­ diameter brass rod. Pointers at the upper ends of the rods gave convenient readings against small attached scales. Readings were "converted to flows by use of a depth-versus-flow chart for 22~o v-notch weirs. In operation water was pumped from the pond, filtered, and passed into the backwash tank. When the tank was filled to the overflow outlet, subsequent filtered water exited the tank through a 4-inch diameter hose and was either returned to the pond or released to the stream receiving the pond effluent. Backwash of the filters could be initiated in three ways: at inter­ vals preset on a control timer, by high water level in the filter which tripped a limit switch, or manually. It was not possible to ascertain with certainty what might have happened when the filter was running unattended overnight or during other extended periods, so a strip-chart recorder was added. Through relays, this recorded the times when either of" the backwash pumps were in operation, thereby providing a written record of times and intervals between backwash for each filter. The backwash sequence consisted of an air scour followed by reverse flushing of the filter with the wash water being collected in the backwash trough and returned to the pond. This sequence was then repeated for the second filter. The control system was the source of some difficulty, on occasion initiating undesired backwash for no discernable reason. It was 29 therefore deemed preferable to operate manually when possible, and leave the automatic operation to periods of unattended operation. The only disadvantage of the manual backwash was that the air scour' could not be used due to lack of manual controls on the valves controlling the air. This was not of significant concern, however, as there did not appear to be any discernable difference in results with or without the air scour. Two 20-ga110n feed tanks and high-pressure chemical feed pumps were later added so that alum and polymer solutions, controlled separately, could be added. The feed point was through copper tubing into a specially constructed fitting which was installed in the hose leading from the sub­ merged pump to the dosing box. This proved to .be a very satisfactory arrangment due to the precise adjustments that were possible with the feed pumps. This was much better than an earlier arrangement in which solutions were fed from the tanks and allowed to drip directly into the dosing box. The results obtained were evaluated by determination of suspended solids~ Samples were filtered on site through weighed filter papers and were then returned to the laboratory (or motel) for drying and reweighing. A three­ place manifold and vacuum pump was used to accomplish the sample filtration within a reasonable length of time. The sample size was normally 300 ml but an occasion the filter became plugged with the suspended matter, and smaller samples ha~ to be used. A high quality analytical balance was used for all weighings, and the results are believed to be quite accurate. The uncertainty of weights is consider-:­ ably less than variations in the samples collected directly from the pond where solids concentrations fluctuate widely. Samples of filt~red water were obtained directly from the filter effluent lines through sample lines that were provided. Figures 12 through 17 are various views of the filter in operation at several locations where work was performed. The arrangements were essen- _ tially the same in each case except at Ashburn where the configuration of the gate and driveway made it impossible to get the trailer inside the fence. In this instance the trailer was backed through the gate as close as practical to the edge of the pond. The submersible pump was placed in a large wash: tub to prevent uptake of bottom sediments and positioned a few I feet away from the bank of the pond. This arrangement worked quite well, although samples of pond water could not be collected at the pump. They were actually taken from pond effluent at the outlet structure some 60 meters away. 30 Figure 12. General View of Filter Operation Figure 13. Top View of Filter Showing Backwas Trough witn V-Notch Weirs 31 Figure 16. Operational Configuration of Hoses ORE RT TERE "3 F r % PRE IES RT LOLA SE PERT voy se Figure 17. Equipment on Site at Ashburn, Georgia Pianta VI. Sites of Operation In selecting sites for operation, a number of candidate locations throughout the state were visited. Some were immediately rejected due to inaccessability to the trailer, close proximity to dwellings whose inhab­ itants might be disturbed by the continuing sound of the generator engine, and other logistical considerations. For the most part, the officials in charge of wastewater operations, city managers, mayors, and others with whom this project was discussed were anxious to have work done at their pond. It was carefully explained that benefits might accrue, and the cost to the community would be no more than some manpower to assist in setting up and later repacking the heavy hoses that were used. The only exception was the mayor/banker who advised that his pond worked to perfection, his consulting engineer needed no additional information·; and that he should be left alone. This wish was promptly granted. The first site chosen for operation was the Clayborn Manor Pond, located near Duluth, Gwinnett County, Georgia. As shown in Fig. 18, this was a two-cell facility consisting of basins with surface areas of 3.45 acres and 1.47 acres. It served a large subdivision, several churches, and a large elementary school, but no industry. This facility has subseq,uently been eliminated, and the previous flow to this pond is now carried through a newly constructed sewer to a treatment plant several miles away. Some analytical data on this pond is shown in Table VI. It is believed that the values given here are typical-of ponds of this type located in this general area. The Mountain Creek Pond is one of several that serves the city of Monroe, Walton County, Georgia. It receives flow from a municipal popUlation of about 3500 plus a chicken processing plant which contributes about 0.5 MGD of flow when in operation. The pond system consists of three cells, the first of which, 4.5 acres in area, contains three 25 HP and four 20 RP floating aerators. This arrangement provides the flexibility needed to match aeration with the quality and quantity of the influent. The second cell is five acres in area, and the final cell encompasses some 25 acres. Table VII is a listing of analytical data on this pond for the year 1978. It can be seen that the suspended solids content of the effluent was 36 Table VII. Discharge Mointoring Reports: . Mountain Creek Pond» 11onroe, GA 39 consistently below the 30 mgtl limit. This reflects the achievement possi­ ble when good design is coupled with knowledgeable operation. It was observed during the work, however, that there were frequent'~luctuations in the solids content of the effluent and high values wer noted. The Hazelhurst, Jeff Davis County, Georgia, Waste Stabilization Pond 12 is located outside the city limits adjacent to the golf course of the Jeff Davis Country Club. It is a well-designed two-cell facility serving approximately 2500 people. Some commercial establishments are included, but there is no significant industrial waste flow to this pond. Through strategic placement of a baffle, flow is advantageously maximized in the larger first cell which has an area of 9.14 acres. After traveling the length of the basin twice, the flow enters the 4.28 acre second cell near one end, and exists near the opposite end • .. Shrubbery along the fence nearest the golf course helps obscure the view, although the well-kept grounds are aesthetically very pleasing. A number of ducks as well as other species of birds were in evidence much of the tim~ that ,experiments were in progr~ss. '~swith most ponds, odors on occasion are troublesome. The mats of green and blue-green algae that form are broken up with jets -of'water from fire hoses that are fed from the pond by a portable gasoline engine powered pump. Thi~ pump is positioned as needed, and is very effective in dispersing the algae. The results of the operation of this facility for a recent 14-month period .are summarized in Table VIII. This pond is typical of many of the non-aerated facultative ponds in the coastal plains region. The effluent was frequently near or below the 30 mgtl limit, but on only one occasion did the valve exceed the 90 mgtl valve which would be applicable to this facility. The occurence of a single high valve is generally the result of some unusual circumstance. In the case of the August, 1978 report, it is believed that the high suspended solids valve was due to scouring of the pond by a flow rate that was exceptionally high for that season of the year. The West End Water Pollution Control Facility is located on West End Avenue in the city of Ashburn, Turner County, Georgia. It is a single cell, approximately square, with an area reported to be eight acres. Al­ though exact figures are not available, it is believed that the domestic wastes of more than 2000 people are received by this pond. At the time of 40 Month 5-18 6-18 1-78 8-78 9-18 10-18 11-78 12-18 1-79 2-79 3-79 4-79 5-79 6-79 Table VIII. Discharge Monitoring Reports: Average Flow (MGD) 0.34 0.156 0.251 0.409 0.177 0.136 0.118 0.409 0.308 0.278 0.768 0.340 0.340 0.278 Pond 02, Hazlehurst, Ga. Susp. Solids pH BODS (mg/t) Removal (me/t) Removal- Inf Eff % lnf Eff % 6.8 150 17 89 320 3 99 1.8 180 24 87 138 33 76 7.6 280 37 87 284 46 87 6.8 190 41 78 148 163 8.7 153 31 80 124 16 87 7.1 125 23 82 152 34 78 8.0 135 31 -- -71 88 24 -73- - 1.8 230 17 88 104 6 94 8.8 90 20 78 184 74 60 6.9 146 ' 26 82 ', 232 38 84 6.8 90 42 53 151 23 85 6.8 135 62 54 160 66 59 7.1 128 26 80 204 26 87 8.5 128 30 77 117 58 50 41 VII. Results and Discussion The suspended solids content of pond water is a widely fluctuating . variable, and under the conditions usually existing during the work de­ scribed here, consecutive samples were unlikely to give results in very close agreement. While there is some theoretical averge value, it is evident that the solids content of ponds are not normally very evenly distributed. There is a vertical distribution due to the customary phys­ ical and biological' consequences of pond functioning, but in addi.tion there is a horizontal distribution due to inlet and outlet placement and to flow patterns. Superimposed on these conditions is the effect of the immediate environment. Thermal effects are readily noticeable, and wind effects are often clearly visible even to the casual observer. The result is that analysis of a single grab sample should be regarded as indicative of existing conditions rather than as an absolute, fixed value. In consequence, 1;he approach taken here,h~s been to average. the values of samples taken over a period time. At times there was observed a variation in the quality of filter effluent that corresponded to change in the quality of the pond effluent, but this was usually a mnre gradual effect, due to the leveling out of rapid change by the mixing and period of storage that was provided by the £ilter container itself above the surface of the filter medi~. It was not uncommon to observe effluent values that were higher than correspond­ ing pond values, particularly when the removal effectiveness was not very high. This condition is illustrated by Fig. 19 which is typical of the 'results obtained using no coagulant with filtration, through the sand and anthracite media which were supplied with the filter. Obviously such a filtration would be of no value, as little change was being produced by passage of the water through such coarse media. The actual particle size distribution of the sand was determined by screen­ ing, and the result is shown in Fig. 20. The effective sand size of 0.76 mm was far too large to allow capture of the very small algae present. As little solid matter was being collected in the filters, the increase of bead loss was very slow, and extended filter runs of several days could have been made. 44 160p----------------------------------------------- 120· ........ roo- "'" 01 E ---en c ~ ..J 80 0 V) ~ c VI LU C Z LU Q.. V) o Influent ::> V) 40 IJ Effl uent F1 1 ter 11 ~ Effluent Filter #2 o~--------------------~--------------~------~ o 1 '2 3 4 TIME SINCE BACKWASH (hours) . Figure 19. Suspended Solids Concentration of Filter Influent and Effluents 100 .-------------------------------------------. 80 20 Effective Size: O.74mm Uniformity · Coefficient: 1.41 o~--------~~------~~ .. ~------~~~ 2 1 0.4 0.2 PARTICLE SIZE (mm) Figure 20. Particle Size Distribution of Initial Sand 46 160 ,.....120 r- '" tn E .- CI') c ..... ~ -I 0 80 \0 V) 0 Influent c C Effluent Filter #1 LU c b Effluent Filter #2 z:: LU c.. CI') :::» V') 40 o o 1 2 TIME SINCE BACKWASH (hours) Figure 22. Suspended Solids Concentration of Filter Influent and Effluents -r- .......... Cl E - (I) 0 ....... -...J 0 (I) C L1J 0 Z LLJ D- . (I) :::::l Vl 160.--------------------------------------. 120 80 40 0 Influent [J Effluent Filter #1 A Effluent Filter #2 o .. ----------~------------------------~ o 30 60 ~ TIME SINCE BACKWASH (minutes) Figure 23. Suspended Solids Concentration of Filter Influent and Effluents 50 90 by this procedure, and the length of subsequent filter runs increased immediately. At a later stage in the work, the sand filter was converted to a dual media filter by removal of a portion of the sand'followed by addition of coarse anthracite. The particle size distribution of this anthracite was determined as shown in Fig. 24. The effective size was found to be 1.45 mm and the uniformity coefficient was 1.56. As may be seen from data presented below, the dual media arrangement routinely pro­ vided filtrate that equaled or surpassed that of the anthracite alone. It 'was only infrequently that even a single value for anthracite alone was better than for the dual media, although for much of the work the results were about the same. Most of the data collected during this study is summarized in. the tables which follow, and each shows the conditions of the run along with the concentration of suspended solids in the filter influent and efflu­ ent. The chemical feed system consisted initially of a 25-gallon drum from which solution could be injected into the filter influent hose by an adjustable high-pressure feed pump. A second tank and pump were soon added to the system, bowever, in order to provide independent adjust­ ability of the alum feed and the polymer. Some runs were made, however, with a single pump'system injecting mixed solutions of alum and polymer. The results achieved by use of alum alone are displayed' . in, _ T~~~e X. As a starting point, two runs are included here which involved no coagu­ lent; the first, run 3-29, produced no change in suspended solids the when liquid passed through the anthracite filter. Some effect is indicated in run 5-3 where the liquid was passed through the dual-media filter. As noted above, at this stage of the operation, the fine sand was gone from the sand filter and all subsequent filtration involved the coarser media appropriate to the coarse alum floc that was to be the normal type of matter to be captured in the filter. From the remaining entries in this table, it may be seen that the use' of alum alone at the indicated levels of introduction always reduced the suspended solids level, but never produced the very low values that were later obtained from combinations of alum and polymer. This is probably due to the manner in which the filter unit itself was constructed and operated. It appeared that the length of time between alum injection and actual filtration was much too short for maximum 51 efficiency, and additionally put the entire floc load on the filter. At high flow rates it was noted that floc occasionally was visible in the washwater tank, indicating that the water had already ,passed through the filter before floc formation and growth was complete. There is also to be noted frequent instances of what appear to be inconsistent results, but in this case as with other biologically active systems the-precise cause of variation is not readily attributable to a single factor. A case in point is a comparison of runs 9-28 and-5-l8 where influent concentrations were identical. In this instance, a low alum feed and high flow produced the same effect as a much higher alum feed rate and lower flow rate, which is opposite the effect normally encountered. The use of a polymer as a filter aid in conjunction with alum and by itself was studied. A number of samples were obtained from several manufacturers, following detailed discussion of the project needs and the properties of the various polymers that are available. A series of preliminary tests of those polymers was carried out in the laboratory in a test filter which was constructed of a 4-inch diameter plastic tube five feet in length. Dual media were installed, and a backwash arrangement was provided. The experiments were performed by adding suitable quantities of the polymer to pond effluent that had been transported to the laboratory. The effectiveness of the polymer was judged by the solids content of the effluent, and ~y comparison with that of the influent. It was deemed necessary to use only pond water that was collected on the same day in order to correlate as closely as possible conditions in the laboratory and in the field. In general, the correlations were not very satisfactory, although there was a qualitative relationship. In several cases certain materials that showed promise in the laboratory were completely ineffec­ tive in the field. The products that were chosen for more extensive testing are listed in· Table XI. Their properties are described in detail in literature supplied by their manufacturers. This information is reproduced here in Appendix B. To evaluate the possibility of rejecting a desirable material on the basis of laboratory studies that might be shown to lack proper correla­ tion, a few additional polymers were run in the field in spite of their poor laboratory showings. In this type of situation the correlation was 54 ----~~~ - ~ - - - ---------------------- --------- Table XI. Polymers Tested in Filtration Runs Polymer Manufacturer Nalco 7103 Nalco Chemical Company Nalco 7132 " I' •• Nalcolyte 7105 IP " " Nalcolyte 7107 " I' •• Nalcolyte 7134 I' II •• Purifloc 3lC Dow Chemical Company Magnifloc 58le American Cyanamid Company . Magnifloc 1839A " It " Magnifloc 2535e II " II high-poor laboratory results gave poor field results. The results of some of the field tests· with polymer alone are given in Table XII. The general range of concentration was usually about what the manufacturer suggested. Specific recommendations are seemingly seldom made with respect to feed levels, the usual practice being to select a material and then adjust to the-minimum feed rate that will accomplish the desired result. Nalco 7103, a pollution control coagulant recommended for use at a level of 2 to 50 ppm, showed a fairly satisfactory result in the labora­ tory and was therefore tested in the field. The best results obtained are shown in Table X as runs 6-30 and 6-29. In other runs, from influents whose suspended solids levels ranged from 40 to 130, it was possible to obtain effluents in the 20-40 range with an occasional value even lower when 7103 was added at rates up to 50 ppm. When tested in combination with alum, results were not appreciably better, even at feed rates of alum up to 50 ppm. Experiments and tests involving Nalcolyte 7134 gave similar results. The results from use of other products tested in the laboratory and field are given in the same table. The enhancement of results when alum is used in combination· with some polymers is shown by comparison of Table XIII with Table XII. With 55 Run 5-9 5-10 5-10 5-11 5-8 5-5 6-30 6-29 7-5 7-5 5-6 5-12 7-13 7-18 Table XII. Filtration with Polymer Suspended Solids mgt! lnf Eff 75 51 "73 51 58 56 81 62 97 84 109 55 71 45 116 22 127 72 108 110 202 218 81 90 38 27 72 38 Polymer C31 C3l 1839A 1839A 2535C 2535C 7103 7103 7105 7105 7107 7107 7132 7134 56 Feed PPM 0.5-2 2 1 5 5-10 1-4 10 19 10 19 20 20 39 40 Flow ga/ft2/min 1.4 1.4 "1.4 1.4 1.4 1~4 1.6 1.6 1.6 1.6 . 1.6 1.5 1.8 1.6 Filter Medium Sand Sand Sand Sand Sand Sand Anthracite Anthracite Anthracite Anthracite Anthracite " Anthracite Anthraci t oe Anthracite Run 6-7 6-21 6-9 6-13 6-22 6-20 5-16 6-23 6-27· 6-26 10-6 6-27 6-28 9-29 Table XV. Filtration with Alum and Magnifloc 58lC Suspended Solids mgt! Inf Eff 34 28 55 18 38 4 107 63 84 11 34 2 37 15 37 15 81 28 33 15 39 17 38 7 38 7 65 4 133 16 73 26 73 42 Alum PPM 10 8 20 8-16 11 13 16 16 13 20 20 10 10 40 16 8 8 59 58lC P~1 0.5 1 1 : 1..:.2 1.7 2 3 3 6 9 9 16 16 18 21 31 31 Flow 1.3 1.5 1.4 1.5 1.0 1.5 1.4 1.4 1.0 1.2 1.5 1.5 1.5 1.2 1.0 3.0 3.0 Filter Medium Sand Dual. Sand Dual Dual Dual Dual Anthracite Dual Anthracite Anthracite Dual Anthracite Anthracite Anthracite Dual Anthracite any combination of alum and 581 C in the range listed would provide a satisfactory outcome for regular operations. In actual practice, incre­ mental adjustment of the feed of both alum and polymer c,?uld lead to determination of the optimum combination to achieve the required level of . suspended solids. The variation with time of some of the parameters is most readily examined through a plot of the data. Figure 25, for example, illustrates the pattern of change that was typically encountered. Clearly the pond values were on a downward trend while effluent values .eemed to be on the - - increase after about the first four hours. The values marked "weir" were from samples collected just behind the weir over which influent passed to flow into the filters. At this point the liquid consisted of water from the pond plus any chemical that had been added. Runs involving only polymer were usually characterized by very similar values for "pond" a~d "weir". When alum was one of the additives, the difference was quite marked, and reflected the presence of the alum floc that was being produ­ ced. Figure 26 is a plot of values which involved 581 C alone. While the solids content of the influent was definitely being reduced, the level of the effluent was not particularly good. The use of alum in conjunction with the 581 C was, as noted above, generally advantageous, but in some instances, this was not the case. Figure 27 illustrates an erratic and unsatisfactory result of filtration through a dual media bed preceded by treatment with alum and 581 c. It has not been possible to assign ·an exact cause to results such as these which are distinctly contrary to the usual outcome, but fortunately do not occur very often. In any event, solids contents of effluent can be reduced to almost any value desired if sufficient treatment chemicals are added. Figure 28 displays the results of adding massive amounts of both alum and S8le. Such dose rates wo~ld be very expensive to maintain on a large scale, but they do produce exceptionally good effluent. In fact, these leve~s are much lower than even the more restrictive regulatory mandate, and ordi­ narily there would be no need to produce effluent of quality this high. Following completion of the work described above, the field equip­ ment was moved to Hazlehurst, Georgia and then to Ashburn, Georgia for tests to verify the general conclusions developed primarily at Monroe, 60 ~ 10 ppm NALCO 7105 ~14 20 ppm NALCO 7105 .~ 180 160 140 -~ 120 E -en 9 100 ..J 0\ 0 ~ en C 80 w a ·FLOW 1.65 GA/FT2/MIN z w a.. 60 • WEIR en ::::> en • POND 40 II EFFLUENT 20 0 NOON 1400 1600 1800 TIME Fig~re 25. Filtration with Nalco 7105 28 ppm 581C -I'" 28 ppm 581C ·I~ NO 139 ppm ALUM 83 ppm ALUM COAGULANT~ 120 110 100 90 80 FLOW 1.5 GA/FT2/MIN - .WEIR ~ .§. 70 • POND en C o DUAL MEDIA -' 60 0'\ ~ II ANTHRACITE .p- C w 50 C z w 55 40 ::> en 30 20 10 0 1000 NOON 1400 1600 TIME Figure 28. Filtration with High Dose of Alum and Magnifloc S8le Georgia. In each instance prior to start-up, it was necessary only to get the hoses connected and spread out, the chemical feed system attached, and the inlet pump submerged. Thereafter filtration could begiR as soon as power was available. There were recurring problems with the engine which powers the generator due to an intermittent fault in the circuit which activates the starter, and consequently the reliability of the power system was less than desired. A modification of the wiring led to greatly improved conditions. These problems underscore the advantages of operat­ ing from a power line where the engine and.gene~ator are not needed. Throughout these studies it has been clear that the length of filter runs is more dependent, for a given set of circumstances, on the total quantity of water filtered than on the rate of filtration. Higher flow rates tend to drive some particulate matter through the filter medium, but the total amount of solids trapped in the filter remains fairly constant. From this it follows that process design which minimizes the delivery of solids to the filter is highly advantageous. The concept of coagulation followed by a period of sedimentation prior to filtration has much to recommend it. The destabilization of algae by alum or alum-polymer has been shown to be a very simple and straight-forward means for inducing a liquid/solids separation through gravitational sedimentation. . In a system designed to preserve a state of quiescence during the settling stage, the outflowing supernatant should contain very little floc or other suspended matter and long filter runs should be routine~ An additional refinement of the process would be to provide a short period of gentle mixing to provide time for full development of the floc and maximum entrapment of suspended matter prior .to the period of set­ tling. In this respect, the treatment facility would be quite similar to a water treatment facility in general features, but would be operated to produce acceptable effluent at minimum cost rather than to produce the absolutely highest quality effluent possible. 65 i VIII. Conclusions and Recommendations The results of this investigation show.quite clearly that filtration preceded by flocculant addition is a viable method for reducing the sus­ pended solids concentration in waste stabilization pond effluents. Alum alone may be used, but it appears advantageous to add a small amount of polymer along with the alum~ as this produces satisfactory results with an overall reduction in cost of chemicals. The action of a particular polymer cannot be predicted very accurately, and it is believed that in most instances trials will be necessary to evaluate a selected product and to determine the optimum dose rate. It is concluded that the best arrangement for coagulation/filtration processes would include a period of flocculation and sedimentation fol­ lowing addition of chemicals. In this. situation, most of the floc would never reach the filter, and runs of almost any desired length could be obtained. The settled sludge could be returned to the pond, pref~rably in a widespread manner. The relatively small volume of sludge produced should not interfere with pond operation for a period of at least several· years. Due to the manner in which the experimental filter unit w~s designed, it was not possible to include a sedimentation step in the field opera­ tions. It is now believed that a large additional tank would have pro­ vided flexibility to demonstrate other alternate modes of operation. An­ other possible arrangement could have been a pond system with a small final cell to serve the same purposes, although it is not known if such a facility exists at present. As a continuation of this investigation it is recotmnended that a pilot-scale facility including flocculation and sedimentation facilities be installed on a permanent or semi-permanent basis in conjunction with a carefully selected existing facility. The present filter units and back­ wash tank could be removed from the trailer and positioned on or below grade to provide gravity flow into ·the filters. The only energy costs would then be those associated with chemical feed and backwashing opera­ tions. An operating pilot facility of this nature would demonstrate what could be accomplished in the reduction of suspended solids from waste 66 15. . Sawyer, C. N., IINew Concepts in Aerated Lagoon Design and Opera­ tion," Advances in Water Quality Improvement, Vol. 1, University of Texas Press, Austin and Lo~don (1968). 16. Burkhead, C. E. and McKinney, R. E., "Application of Complete Mixing Activated Sludge Design Equations to Industrial Wastes," JWFCF 40, 557-70 (1968). . 17. Oswald, W • .I. and Gotaas, H. B., "Photosynthesis in Sewage Treat­ ment," Trans. ASCE 122, 73-97 (1957). 18. Oswald, W • .I., "The High-Rate Pond in Waste Disposal," Developments in Industrial Microbiology i, 112-9 (1962-63). 19. Loehr, R. C. and Stephenson, R. L., "An Oxidation Pond as a Tertiary Treatment Device," J. of Sani t. Engng. Di v., ASCE, !!., SAJ, 31-44 (1965). 20. Weiss, C. M., "Studies on the Use of Oxidation Ponds for the Tertiary Treatment of Municipal Wastes, II Journal of North Carolina AWWA and . North Carolina Pollution Control Association 40, No. 1 (1965). 21. "Upgrading Lagoons," EPA Technology Transfer, EPA-625/4-73-001b J En­ vironmental Protection Agency, Washington, D.C. (1973). 22. Golueke, C. G. and Oswald, W. J., "Harvesting and Processing Sewage­ grown Planktonic Algae," JWPCF 37, 471-98 (1965). 23. Tenney, M. W., et al., "Algae Flocculation with Synthetic Organic Polyelectrolytes," Applied Microbiology 18, 965-971 (1969). 24. McGarry, M. G., "Algae Flocculation with Aluminum Sulfate and Poly­ electrolytes," JWPCF 42, R191-201 (1970). 25. Tilton, R. e., Murphy, .I. and Dixon, J. K., "The Flocculation of Algae with Synthetic Polymeric Flocculants," Water Res. ~, 155-164 (1972). 26. Martin, D. M., "Several Methods of Algae Removal in Municipal Oxida­ tion Ponds, II Masters Thesis, Department of Civil Engineering, University of Kansas (1970). 27. Van Vuuren, L. R. J. and Van Duuren, F. A., "Removal of Algae from -Wastewater Maturation Pond Effluent," JWpCF 37, 1256-62 (1965). 28. Shindala, A. and Stewart, J. W., "Chemical Coagulation of Effluents from Municipal Waste Stabilization Ponds," Water and Sewage Works 118, 100-103 (1971). 29. Lisa, S. D., Evans, R. L., and Beuscher, D. B., "Algae Removal by Alum Coagulation, It Report of Investigation 68, Illinois State Water · Survey, Urbana (1971). 69 30. Stewart,"M. J., "Chemical Treatment of Stabilization Pond Effluent Followed by High Rate Clarification, II presented at 40th Annual Meeting of the Pacific Northwest Pollution Control Assoc., Vancouver, B.C. (1973). 31. Parker, D. S., Tyler, J. B., and Dosh, T. J., "Algae Removal Improves Pond Effluent," Water Wastes Eng. 10, (1) 26-29 (1973). 32. Brown and Caldwell, "Report on pilot Flotation Studies of the Main Water Quality Control Plant," prepared for the City of Stockton, Calif. (1972). 33. Komline - Sanderson Engineering Corp., "Algae Removal Application of Dissolved Air Flotation," unpublished paper, August, 1972. 34. Middlebrooks, E. J., et " al., "Techniques for Algae "Removal from Wastewater Stabilization Ponds," JWPCF 46, 2672-95 (1974). 35. Ramani, A. R., "Factors Influencing Separation of Algal Cells from Pond Effluents by Chemical Flocculation and Dissolved Air Flota­ tion," doctoral dissertation, University of California at Berkeley (1974). 36. Golueke, C. G., Oswald, W. J., and Gotaas, H. B., "Anaerobic Diges­ tion of Algae," Appl. Microbiol. i, (1) 47-55 (1957). 37. Parker, C. E., "Algae Sludge Disposal in Wastewater Reclamation," doctoral dissertation, University of Arizona (1966). 38. Oswald, W. J.and Golueke, C. G., "Harvesting and Processing of Waste-grown Microalgae,U Algae, Man, and the Environment, edited by D. F. Jackson, Syracuse University Press, New York (1968). 39. Brown and Caldwell, "Facilities Plan for Wastewater Treatment," City of Newnan (1976). 40. Coleman, M. S. et al., "Aquaculture as a Means to Achieve Effluent Standards," EPA Environmental Protection Technology Series, EPA 660/2-74-04-041, Washington, D.C. (1974). 41. Dingus, R. and Rust, A., "Experimental Chlorination of Stabilization Pond Effluent," Public Works 100, (3) 98-101 (1969). 42. Hom, L. W., "Kinetics of C~lorine Disinfection of an Ecosystems," Proc. A.S.C.E., J. Sanit. Eng. Div., 98, 1051-2 (1972). 43. Graham, H. J. and Hunsinger, R. B., "Phosphorous Removal in Seasonal Retention Lagoons by Batch Chemical Precipitation," unpubliShed paper, Ontario Ministry of the Environment, Toronto, Canada (undated). - 70 44. Reynolds, J. H., et al., "Intermittent Sand Filtration to Upgrade Lagoon Effluents," presented -at Symposium on Upgrading Waste Sta­ bilization Ponds, Logan, Utah (1974). 45. Middlebrooks, E. J. and Marshall, G. R., "Stabilization Pond Upgrad­ ingwith Intermittent Sand Filters," presented at Symposium on Up­ grading Waste Stabilization Ponds, Logan, Utah (1974). 46. -Dryden, F. D. and ~tern, G., "Renovated Wastewater Creates Recrea­ tional Lake," Environ. Sci. Technol. !, 268-278 (1968). 47. Lyman, B. T., Ettelt, G., and McAloon, T., "Tertiary Treatment of -Metro Chicago by Means of Rapid Sand Filtration and Microstrainers, II JWPCF 41, 247-279 (1969). 48. California Department of Water Resources, "Removal of Nitrate by an Algal System," EPA WPCRS, 1303ELY4/71-7, Washington, D.C. (1971). 71 ENVIRO~MENTAL SCIENCE & TECHNOLOGY 11(9). 913-916. Coden: ESTHAG Publ.Yr: S~t. 1977 Illus. refs. Languages: ENGLISH A param~trle method was used to'study the r~moval·efflciency of both laboratory and high-rate oxid~tion pondgrown Scen'edesmus ob11quus from cH lute solutions by use of high gradient magnetic flltr~tic~. The removal was accomplished by coadsorbing the algae and ~agnetite In the presence of ferriC Chloride and by placing the mixture for a given resIdence ~'me In a magnetic filter. Bot~ for the laboratory and pond-grown algae, excellent chlorophyll removals (K90%) were observed for small residence times, low magnetic fields, and reasonable flocculant dosages. (AA) Descript~rs: Algae~ Filtration; Adsorption; Water treatment; Lagoons Identifiers: Scenedesmus obI iquus; removal efficiency; h.igh gradient magnetiC flltr~tlon Extra-deep ponds. BEREND,ANDRE . Israel Inst. of Technology. Haifa. See Cit. No P70-03203.pp 450-456, 1968 Publ.Yr: 1968 languages: ENGLISH Descriptors: STABILIZATION PONDS: THERMAL STRATIFICATION; DISSOLVED OXYGEN; ALGAE . Identifiers: EXTRA-DEEP P=NDS; ISRAEL; PERFORMANCE Rap1d sand ftltration for best practical treatment of domestic wastewater ~tabllization pond effluent. BOATRIGHT, D.T. Unlv. of Oklahoma,' Health Sciences' Center, Dept. of HumanEcology end Envlron~ental Health, Oklahoma City, OK 73140 ~ournal of Environmental Health, 39(5): 347-352,Mar.-Apr. 1977 publ.Yr: 1977 Languages: ENGLISH Descriptors: BOD; WASTEWATER TREATMENT; SUSPENDED SOLIDS: COLI FORMS; LAGOONS; FILTRATION Identifiers: STABILIZATION POND EFFLUENT; SAND FILTRATION~ Performance of high rate shallow stabilization ponds. BOKIl, S.D. Indian Inst. of Technology. Dept. of CivIl Engineerlng,Kanpur 208016, India Indian Journal of Envlron~ental Health. 18(2): 87-98,Apr. 1976 Publ.Yr: 1976 Langu~ges: ENGLISH Descr"iptor-s: 'SEDIMENTATION; COLI FORr.,s; BACTERIA; DENITRIFICATION; BOOt· WASTEWATER TREATMENT; LAGOONS; ALGAE Sunnyvale upgrades lngoon effluents. Chinn, R. B.; Bouey, ~. T. Brown and Caldwell, 1501 N. Broadway, Walnut Creek, CA 94596 WATER AND WASTES ENGIN:ERING 15(11), 54-62, 95, Coden: WWAEA2 Publ.Yr: No~. 1978 Illus. no refs. Sum. lanouages: ENGLISH Doc Type: ~OURNAL PAPER Innovation, flexibility. and simplicity are features which characterize the new 24~gd tertiary treatment facility of Sunnyvale, Cal ifornia. ·The orlQinal plant includes ra\~ sewage 74 screening and pumping, preaeration, primary sedimentation. anaerobic digestion, slUdge gas-powered engine-generators with waste heat recovery systems, mechanically aerated oxidatton ponds with reCirculation pumping, chlorlnatfon-dechlorination, and final effluent pumpino. In this latest additfon, a 450-ft long, parallel 36-in and 48-in diameter siphon Conveys pond effluent, waste backwash water, and recycle flows between the ponds and the tertiary plant. The new facilities are deSigned to reduce amrnonia-N and S5 levels via a combination of attached growth reactors, dtssolved air flotation, and multimedia filtration. Upon completion of startup, Sunnyvale will have one of the most advanced nitrification and algae separation facilities tn the U.S. Thus far, plant performance has produced dramatiC reductions In ammonia and Cl toxfcity. algae discharge, and nutrient levels, and has resulted tn unusual enhanCement and higher DO levels In the shallow waters of th. South San Francisco Bay. (FT) - Descriptors: Wastewater treatment plants; Tertfary treatment ; Engineering; 00; Effluents; Suspended solids; CalIfornia Ident if t ers:_ Sunnyva 1 e; South San Franc i sco Bay Upgrading stabflizatiQn pond effluent by water hyacinth Culture. Dinges, R. Texas Dept. of Health, SurvetllanceDlv., Austin, TX Wastewater TeChnology WATER POLLUTION CONTROL FEDERATION. ~OURNAL 833-845, Coden: ~WPFA5 Publ.Yr: May 1978- 'llus. refs. languages: ENGLISH Doc Type: ~OURNAL PAPER and 50(5), A-biological system using controlled cultures of water hyacinths, Elchhornta crassipe~, was designed to facilitate reduction of algae and N2 content tn stabilizatIon pond effluent from 2 wastewater treatment fac'lttles located at the Williamson Creek Wastewater Treatment Plant tn Austin, Texas. During the first study period (June 1975-Feb. 1976), there was a mean percent reduction in VSS between Influent and effluent of 86%; during the second period (May-Aug. 1976), the mean percent reduction of VSS was 93%. During the first period, chlorophyll a determtnatlons, fndicative the quantity of viable algae present tn water, were reduced from 0.351 mg/I tnfluent to 0.028 mg/l effluent, a mean percent change of 93%. About 80% of fnfluent K and 50% of P was removed and accumulated by the hyacinths or sediment during the ~une-Aug. period in the 2 study periOds. Significant reduction in BODS, COD, fecal coliform levels, and total N were also obtained. Mineral nutrients and heavy metals were accumulated by the plants during active growth. The experimental system required minimal attention; temperature was considered the major limitation to 'the untversal use of hyacinths In wastewater trea tment. (FT) Descriptors: Nitrogen removal; COD; Colfforms; Heavy metals Wastewater treatment; Suspended solids; Algae; Biological treatment; lagoons; BOD; Water demineralization; Aquatic organisms; Identifiers: EiChhornfa Crassipes; water hyacinths Algae production and harVesting from animal wastewaters. Dodd, J. C. 37, Belmont Ave., Up\1ey, Vlctorta 3158, Australia AGRICULTURAL \'IASTES 1(1), 23-37. Publ.Yr: feb. 1979 'llus. reFs. Abs. Languages: ENGLISH, Doc Type: ,",OURNAL PAPER The high-rate pond Is a type of aerobic waste stabilization pond using sh~110w depth and fntermlttent dally ~'xtng to 75 resuspend settled solids and promote algal vrowth and photosynthet~c oxygenation. The nutrients tn the wastewater ar~ converted to algal cells which are harvested to produce a high-protein animal feed compa~able with soybean meal. The syste~ Is en energy-conserving alternative to conven~ional treatment processes, e.g., activated sludge or aerated lagoons. Whi'le previous systems used sewage as the substrate, use of wastewater from intensive animal production units Is also possible. Hydraulic flushing of wastes using recycled effluent Is assumed. Due to the high Qua'ity of the effluent, makeup water requirements are necessary only to replace evaporation and other losses and prevent long-term build-up of dissolved solidS or color constituents which limit algal growth. Primary sedimentation and anaerobic sludge digestion are used to recover energy from the blogas for algae drying and other process energy requirements. Drum drying Is preferred. (FT) . Descriptors: Animal feeds; Wastewater. treatment; Algae; Energy recovery: Aerobf~ process; OxygenatIon; Photosynthesis;· Sludge digestion; Sedimentation Identifiers: .hlgh-rate ponds Investigation of an anaerobic-aerobic lagoon system treating potato· processing wastes. DORNBUSH, \J.N. South Dakota State Univ. ,. Clvl J Engineering Dept. ,Brookings, SO 57006 Proceed;ngs of the Sixth National Symposium On . FoodProcessing Wastes. tn u.s. Envtronmental ProtectfonAgency. Office of Research and. Development. EnvironmentalProtection TeChnology Series EPA-600/2-7G-224, Dec.Dec. 1976. pp. 3-21 Publ.Yr: 1976 . Languages: ENGLISH Descrtptors: ANAEROBIC PROCESS; SUSPENDED SOLIDS; COD; BOD: WASTEWATER TREATMENT; LAGOONS; FOOD PROCESSING INDUSTRY WASTES AEROBIC· PROCESS Identifiers: POTATO PROCESSING WASTES Filtration before recharge. ANONYMOUS, UNKNOvJN Effluent and Water Treatment Journal, 10(9) :537, Sept.1970 Publ.Yr: 1970 languages: ENGLISH Descriptors: STABILIZATION PONDS; ALGAE; ISRAEL; FILTRATION Identifiers: RESEARCH STUDIES; ISRAEL INSTITUTE OF TECHNOLOGY Wa$iewat~r treatment ponds: Suspended solids limitations. EPA 401 M St. SW, Wash~. DC 20460 fEDERAL ~EGISTER 42(195), 54663-54666, Coden: FEREAC Publ.Yr: Oct. 7, 1977 no refS. Languages: ENGLISH Doc Type: "'OURNAL PAPER A ffhal rule amending the Secondary Treatment Information regulation to allow less stringent .TSS limitations for wastewater treatment ponds Is presented. The amendment '5 based on the fact that properly designed and operated treatment ponds are a form of secondary treatment which may not be capable of achieving the TSS level set forth tn the prior regulation. Supplemental treatment processes would have to be employed for removal of TSS, primarily algae. The 76 Chlorination seemS best for removing suspended solids from lagoon effluents. - HADDOCK, J. K • Gilbreath, Foster & Brooks, Inc., P.O. Box 2429,Tuscaloosa, AL 35401 Water and Wastes Engineering, 14(5): 48, 50, 52, 54-55,82, May 1911 Publ.Yr: 1971 languages: ENGLISH Descrtptors: COLI FORMS; NITROGEN: CHLORINATION: PH: BOD: SUSPENDED SOLIDS; LAGOONS Identifiers: SS REMOVAL Series' .Intermlttent sand filtration to upgrade wastewater lagoon effluent. Hil, 0; W.: Reynolds. J. H.; Harris, S •. E.; et al. Utah State Unlv., Ut~h Water' Research Lab., Logan, UT 84321 Eighth -International conference on water pollution research Sydney. Australia Oct. 17-22, 1976 Water pollution research: Eighth international conference: Proceedings. In PROGRESS IN WATER TECHNOLOGY 9(4), 199-810, ' , Coden: PGWTA2 Publ.Yr: 1978 I1lus.: .~refs. . Languages: ENGLISH Doc Type: CONFERENCE PAPER A pilot-scale. Intermittent sand flltratton ,system was operated at the Logan MuniCipal Sewag~ lagoons in Utah to determine if series ope~ation could increase the length of filte~ run -without a dete~ioration in effluent quality. Effluent ,quality was unaffected by serIes operation; effluent with BOD and SS concentr~tions ~10 mg/l were achieved. With a hyd~aulic loading rate of 1.5 mgd, fllter run lengths 0130 d were obtained. A hydraulic loading rate of 1.5 mgd Is recommended with effective sand sizes of 0.17 mm, 0.40 mm, and O.72mm placed in 3 separate filters operating In sequence or series. General filter construction should be sfm;lar to that employed for waste water lagoon construction. Treatment costs in the U.S. would be about $70/MG. (MS) Descrtpto~s: Lagoons; Wastewater treatment; Effluents; Filtration Identifiers: series intermittent sand filtration Aquaculture as an alternative wastewater treatment system. JAR~AN, R. ' Oklahoma State Dept. of Health, OK Biological Control of Water Pollution. -Edited By J.Tourbier end R. W. Pierson, Jr. Philadelphia, Pa.:Unlversity of Pennsylvania Press, 1976. pp. 215-224 Publ.Yr: 1976 Languages: ENGLISH Descriptors: FISH; ALGAE; LAGOONS; SEWAGE TREATMENT; BOD; AQUICULTURE; ECONOMICS; COLI FORMS; WASTE REUSE Remove algae through mlc~oscreenlng. Kormanik, R. A.; Cravens, J. B. Env'rex, Inc., P.o. Box 1067 Waukesha, WI 53186 WATER AND WASTES ENGINEERING 15(11),' 72-74, Coden: WWAEA2 Publ.Yr: Nov. 1978 111us. no refs. Sum. languages: ENGLISH Doc Type: JOURNAL PAPER A test of a full-scale mtcroscreen using 11 polyester media for removal of algae from lagoons is reported. ObjectIves of the progr~~ were to demonstrate that the mlcroscreen can effectiveli remove algae to meet a 30-30 (BOD-SS) standard, to determine loading r~tes and headloss requirements, and to 79 determine the mlcroscreen's cost-effectIveness. Al1 tests demonstrat:!d the SCl'een can consistently remove algae (55) frOm a lag,:>on to \J30 mg/L. In gene'rat, for each mg/L of S5 remaining in the effluent, approximately 1 mg/L of BOD also remains. ~ydraullc looding rates varied from 1 to 2.5 gpm/ft2 of submerg~d media area at 12-ln headloss. A headloss of 12 tn is required, and a design of 1B-ln headloss Is recommended. Because of operational simplicity, an automated backwash system, a,d no chemical requirements, this method Is very cost-effective compared to other approaches. One important factor In the cost analysis is the ease of disposal of the removed algae. For mtcroscreened algae, the backwash can simp1y be retUrned to the head end of the lagoon, causing an 'nslgnlflcant additional load on the system at times. (FT) Descriptors: Algae; Lagoons; Suspended solids: Strainino; FUtratlon; BOD; Effluents; Alga') blooms: Polymers Identifiers: mlcroscreens Conception d'etangs anaerobles et facultatffs en milieu nordique. (The Idea of anaerobic and facultative ponds in northern environments). labonte, R.; Beron, P. ·Ecole Poly technique, C.P •. 6079, Succursale -A,- Montreal, Que. H3C 3A7 t Can. EAU DU QUEBEC 10(4), 317, 319-322, Coden: EAQUOJ Publ.Yr: Nov. 1977 t 1 Jus. refs. (A 11 in Eng.) Languages: French Doc Type: ~OURNAL PAPER The use of oxidation ponds for wastewater treatment In cold climates must take the local conditions. Into account. Unde~lylng permafrost may make,pond excavation more difficult, and the functioning pond may thaw the permafrost. To avoid the need for excavation, retention dikes may be butlt on the surface, provided they are strong and Impermeable. Anaerobic ponds for primary treatment should be as deep as pOSSible, especially considering that the surface Ice in winter may attain a thickness of 1.5 m. There seems to be no point in prOlonging the detention time in these ponds beyond 4 d/pond. The discharge pipe must be deep enough that It Is not blocked by ice in winter. BOD5 reduction can be 70% in summer and 50% in winter, with a SS reduction of 70% In SUmmer and 80% in _tnter. FaCUltative ponds need be only 1.5 m deep in summer, but the winter depth must allow for surface tce. They only function in summer, thus a detention time of 10-12 rno must be allowed. The evacuation system must allow for the varying water depth between summer and winter. The overflow pipe Is adjusted to maximum height tn winter, then slowly lowered during summer to attain is mInimum level Just before the onset :of freezing weather. Facultative ponds can yield a BODS reduction of 80%-90%. with a variable S5 removal. Coli forms can be reduced by 99.9% with a sufficiently ·long detention time. The best treatment ts achieved by co~bining an anaerobiC pond for primary treatment with a secondary facultative pond. (FT) Descriptors: Lagoons; Wastewater treatment; BOD; Suspended solids; Anaerobic systems; Engineering; Primary treatment; Seasonal variations; Freezing Identifiers: facultative ponds; northern climates Remove algae and high costs together. leininger, K. V. ' CH2M Hill, Portland OR WATER AND WASTES ENGINEERING 14(7),32-35, Coden: WWAEA2 Publ.Yr: \July 1977 111us. refs. languages: ENGLISH Upgrading existing ponds to remove algae Is an economical 80 alternative to replacing them with a treatment plant, according to facilities plans formulated durIng the past 3 yr. The 2 'most reliable algae removal alternatives are chemical treatment, followed by tertiary 'filtration, and intermittent sand filtration. The latter treatment, however~ is 'abor-fn~ensive because the sand must be frequently cleaned and transported, and the filters ar~ subject ~o, op~rationa' problems from freezing In cold weather. Therefore, chemical treatment Is felt to be the most economical, reliable, and widely applicable solution available. The cost of this method 'S cst;m~ted to be 20% less than a new plant tn capital and operation and maintenance costs. It is Important to consider possible reqUirements for future wastewater treatment plants. The ability of algae to asstmt late and concentrate Nand P Is well known. Removal of algae from pond effluent has the potential for a more economical method of nutrient removal' than advanced treatment of conventional secondary, pla~t effluent. In addition, biological' nitrification and denitrification often oCCur during the long residence periods 'In stabilization ponds. Stabilization pond treatment and algae removal is a rapidly developing, cost-effective technology that will play an expanding role in meeting water quality goals. (from Text) Descriptors: Algae; Lagoons; Wastewater treatment; Filtration; Economies;' Public health; Waste~ater treatment plants: ChemiCal treatment Wastewater treatment in hot climates. Mara, O. O. Unlv. of Dundee, Dept. of Civil Engineering, Dundee DOl 4HN, Scot. Water, wastes and health in hot Climates. Edited by R. Feachem; M. McGarry and D. Mara. Wlley-Intersclence PP! 264-283 Publ.Vr: 1977 Publ: New YOrk John Wiley & Sons tllus. refs. Languages: ENGLISH The vital aims of wast~ t~eatment are destruction of disease causing agents, waste convcrsi~n Into reusable resources, and water pollution prevention. Particular emphasis In effluent standardS should be placed on bacteriological quality, but. suspended solids standards are Irrelevant In tropical developing countries. If there is sufficient land available, waste stabilization ponds are the preferred method of sewage treatment In hot climates due to the following: low cost; sfmplicity of operation and maintenance; superior removal of faecal bacteria: and protein production in the form of algae, fish, ducks, and crops. Consideration Is also given to aerated la900ns and oxidation ditches. (from Text) Descriptors: wastewater treatment: Lagoons; Effluent standardS; Engineering; Aerobic systems; Anaerobic systems; Sewage treatment: Organic wastes; Bacteria Identifiers: hot climates Two methods for algae removal from oxidation pond effluents. MARTIN, D.M. Unlv •. of Kansas, Dept. of Civil Engineering, lawrence,KS 66044 Water & Sewage Wo~ks Including Industrial Wastes, 120(3):66-73, Mar. 1973 Publ.Yr: 1973 Languages: ENGLISH Descriptors: ALGAE; EFFLUENT TREATMENT; FILTERS; FLY ASH: LAGOONS Identifiers: ALGAE REMOVAL; ROCK FILTER: UPFlOW FLY ASH FILTER 81 Electrolytic control of algae. PAUL, S.K. Calcutta Metropolitan Development Authority, Calcutta,India American Water Works Association. ~ournal, 67(3):140-141, Mar. 1975 PUbl.Yr: 1975 Lan,guages: ENGL ISH Descriptors: ALGAE: EF~LUENT TREATMENT: ELECTROCHEMISTRY: LAGOONS; WATER QUALITY CONTROL; WATER TREATMENT PLANTS Identifiers: ALGAL CONTROL; ELECTROLYTIC CONTROL Algae separation from oxidation pond effluents. PEAKS. D.A. . Tennessee Technological Univ •• Cookeville, TN 38501 Purdue Industrial Waste Conference: 30th An~ual:Abstracts of scheduled presentations. (n.p.), (1975?).p.,4 Publ.Yr: 1975 Languages: ENGLISH Descriptors: ALGAE: COAGULATION; EFFLUENTS; LAGOONS Identifiers: ABSTRACT ONLY: ALGAE SEPARATION Algae separation from oxidation pond effluents. PEAKS,' D.A. Tennessee Technological Univ., Dept. of CiVil Engineerlng,Cookeville, TN 38501 Water Pollution Control federation. Journal, 49(1):111~119, ~an. 1977 Publ.Yr: 1977 languages: ENGLISH Descriptors: COO; EFFLUENTS; PH; FLOTATION; SEDIMENTATION; COAGULANTS; WASTEWATER TREATMENT; LAGOONS; ALGAE Identifiers: ALGAE SEPARATION: WATER CLARITY les posslbilftes offertes par les tambours de microftltratlon dans Ie treitement· des eaux usees. The possible applications of micro-screening drums In waste wate~ treatment. Perrier, A. Materiel Pe~rier TECHNIQUaS ET SCIENCES r~JNCIPALES ET REVUE L'EAU 78(10). 521-523, Coden: TSCMA9 Publ.Yr: Oct. 1978 , I Ius. ·no refs. ' Eng., Fr. sumS. Languages: French Doc Type: ~CURNAL PAPER The use of microscreening drums tn treating wastewaters (especially uroan effluents) after bIological purification reduced residual pollution by J50%. The lower costs Involved tn ttlis technique would optimize the efflclency:cost ratio of a purification process.' (MS) Descriptors: Wastewater treatment; Effluent treatment; MuniCipal wastewaters: Straining; Pollutant removal; Pollution control equipment: Water purification. Filtration: Filter media ' , Identifiers: mfcro~creentng drums Upd:lte ·:;,n status of intermittent sand filtration to upgrade lagoon effluents. REYNOLDS, "'.H. Utah State Univ. of AgriCulture and Applied Science, Div~Of Environmental Engineering, Logan, UT 84321 Nellional Conference on Environmental EngineeringResearch, D~velopment and Oesign: Second Annual: ExtendedAbstracts. (n.p.). (1'375?). 3 pp Publ.Yr: 1975 Languages: ENGLISH Descriptors: ECONOMICS; EFFLUENTS; FILTRATION. LAGOONS: 84 Removal of suspended and colloidal solids from waste streams by. the use of cross-flow mfcrofiltratlon. Sundaram, T. R.; San to, J. E. Hydronautics Inc., Applied Science Dept., Laurel, ~D 20810 American Society of Mechanical Engineers, Aerospace DIvision: Intersoctety Conference on Environmental .Systems. San Francl5co, Calif. July 11-14, 1977 " In AME~ICAN SOCIETY OF MECHANICAL ENGINEERS. PAPER 77-ENAs-51 12 pp Publ.Yr: (19771) l11us. refs. languoge~: ENGLISH Doc Type: CONFERENCE PAPER Results are presented from laboratory tests on the mlcroflltr~tion of waste effluents utilizing unique, thlck-wall~d tub~lar microfilters. These mlcrofflters which can be made from many common thermoplastics (such as polyethylene and nylon), enable the almost total removal of SS even at ve~y low (j5 psi) filtration pressures. The unique "feature" of the tubes' is that their pore sructure can be controlled during the production process. Optimum filtration performance Can be obtained for different waste effluents by using tubes of different pore structures. This unique ability for tubes to be ·tailored~ to the characteristiCS of a given effluent under consideration, assures that success can be achieved with most effluents through a serle's of systematic, laboratory ·screenlng- tests. Results are presented for tests on oil-water emulsions, laundry wastes, se~age wastes, turbid water, and food proceSSing wastes. Relatively high 'tItrate-flux levelS can be malnialned even after hundreds of hours of operation. In "addition to the nearly total removal of SS, the tUbes yield significant reduct tons In COD and 800. (AM) Descriptors: Filtration; Wastewater treatment; Suspended solids; Colloids " Al gs l-phl~tosynthesis and alga l-bacter-ia 1 sym:;,iosls in high-rate aerobic oxidation ponds. Tamam, G. A.; Ganapati, S. V. Synblotlcs Ltd., Spore Lab., Baroda, India ASIAN ENVIRONMENT 1(1), 15-21, Publ.Yr: 1978 111us. refs. No abs. languages: ENGLISH Doc Typa: ~OURNAL PAPER flasks ,containing 1,450 ml of fresh, raw, settled homogeneous sewaga were Inoculated with 50 m1 of a 10% culture of the algae Scenede~mus obliquus or Microcystis aeruginosa; other flasks were filled wIth 1,500 ml of 5ew~ge only. In the control flasks, ammonia-N (NH3-N) fell by 80.6% tn 1 case and 20% in another after 6 d, compared to drops of 65.4% (M. eeruginos~) &nd 84.6% (S. obliQuus) after 2 d and 86.6% and 90.0% after 6 d in the Inoculated flasks. There was no eppreciable change In phosphate concentration In the control, compared to 42.~%-67.2% reduction In 2 d and 61.1%-83.2% reduction In 6 d wtth algae." ~Control flask BOD reduction was 50%-70.4% tn 6 d; algae flasks had 42.9%-67.2% reduction tn ~ d and 61.1%-93.2% In 6 d. COD was reduced 53.6%-64.5% tn the controls within 6 d, but 68.5%-74.2% In 2 d and 84.9%-90.8% In 6 d with algae. Algal dry weights In the flasks reached 224-275 'mg/l on the 2nd d. but only 236-282 mg/l by the 6th d. COD and BOD reduction tn the controls Is attributable to meChanical flocculation, bloflocculatlon,"and bfopreclpitatio­ n. Greater reduction In the algae flasks is to be "ascribed to photosynthetic 02 furnished to bacteria by algae respiration. Calculations ind~cate that the bacterial growth rate increases with the detention period. Photosynthetic 02 production Is 9%-18% greater than b~cterial 02 demand. 50 the ecosystem is alway~ maintained under aerobic conditions. (FT) Descriptors: Algae; Bacteria; Lagoons; Aerobic systems; Sewage treatment; Nitrogen removal; BOD; COD; Photosynthesis 85 Modifications for upgrading existing lagoons. TATMAN, D.R . . Edward H. Richardson Assoc., Dover, DE 19901 National Conference on Environmental EngineeringResearch p Development and Design: Second Annual: ExtendedAbstracts. (n.p.), (1975?). 1 P Pub1.Yr: 1975 languages: ENGLISH Descriptors: AERATION; ALGAE; BOD; FILTRATION; fLOTATION; LAGOONS: PHOSPHORUS Identifiers: ABSTRACT ONLY; UPGRADING METHODS Aerofac aerated lagoons. TIKHE, M .• L • . MaJavtya Regional Engineering Col1ege. Jalpur, Rajasthan,Indla Water Pollution Control Federation. Journal, 47(3)Pt. 1:62G-~29, Mar. 1975 Publ.Yr: 1975 Languages: ENGLISH Deserlptors: AERATION: AEROBIC PROCESS: BOO: INDUSTRIAL EFFLUENTS; "LAGOONS: MATHEMATICAL ANALYSIS: MUNICIPAL WASTE WATERS; SUSPENDED SOLtDS Identifiers: DETENTION TIME; FACULTATIVE LAGOON Water reclafmation and algae harvesting. TONGKASAME, C. . Asian Inst. of Technology, Dept. of EnvlronmentalEnglneerin­ g. Bangkok, Thailand. Water Pollution Control Federation. Wash., D.C.dournal, 43(5): 824-835, May 1971 Publ.Yr: 1971 Languages: ENGLISH Descriptors: WATER RECLAMATION; ALGAE; THAILAND; OXIDATION PONDS: WASTEWATER TREATMENT Identifiers: ALGAE HARVESTING . Sewage treCltmentbY means of oxidation ponds. VALDEZ-ZAMUDIO, F. Ministerto de Pesqueria, Cientifica V Technologica.Lima. Peru - SCience of the Total Environment, 2(4): 406-409. J~ly1974 Pub' .Yr: 1974 .Languages: ENGLISH Descriptors: ALGAE: BACTERIA; LAGOONS; OXIDATION; PERU; SE\'IAGE TREATMENT Identifiers: LIMA Removal of algae from stabilizatIon pond effluents by lIme . treatment. WACHS, A.M. Tahal ~ater Planning Ltd., Dan Region Sewage ReclamattonProject, Israel 'Water Research. 7(3): 18 pp •• Mar. 1973 Publ.Yr: 1973 Languages: ENGLISH Descriptors: ALGAE; FLOCCULATION; LAGOONS: LIME; NUTRIENTS: SEWAGE TREATMENT IdentffLers: ALGAL RE~OVAL 86 ESTABLt~HMENT OF A DEFINITE THERMOCLINE UNDER EXISTIIfG Cl.I14ATIC CONDtTtO~S IN VIRGINIA. BOTH THE BOO AND THE SUSPENDED SCLIDS IN THE EFFLJENT PRESE~T AT CONCENTRATIONS OF 30-40 PPM AhO 350 PPM RESPEC~IVELY. kERE ATTRIBUTED TO ALGAE CARRIED OVCR IN THE EFFLUENT. IN ACCORDANCE ~ITH OTHER RECENT STUDIES AND "lTH THCOnV. IT WAS DE .. WNSfRATEO THAT THE DEEPER POND CONSISTENTLV PRCDUCED A SUPERIOR __ FFFL\.Et-IT IN TERMS . CF O_qTH 000 AND SSe (l •. ~WRY-TEXAS) ENCi tNF:F.R ING A.5"t:C'TS or WASTE WAT£R TnI!ATMEN~J N AERATED, R!NG~SHAPED '~CHANNELS ' , J~ APGAMAN, Y.~ SPIVAK, c. TCC ... NION - I~~AEL INST. ' OF TECH •• HAIFA. .. ... ,'" . .' . WATEP. nI!SEARCH. veL 0. NO 5. P317-322. MAY.-1974.·4~·.P' IG, .~ 2~TAD. S.·,REF.·- ...... ., • . : •. .. -.... :: 050 ;08" " . . .. \ '1, ,. .,/' . RING-5HAPEO ~~RATED CHANNELS MAY OE USEO FOR WASTE WATER TREATMENT AS OXIDATION OITCHF.S. AERATEO LAGOONS, OR HIGH-RATE PONDS. THE AERATORS UTILIZED IN THESE SYSTEMS PROVIDE THE N~CESSA~Y OXYGEN AND' GEN!::RATE A FLO., VELOCI TY ntAT '11 LL K~EP PARTICULATI! MATTER / IN SUSP£:NS ION. WHEN MECHANIC ~L SURFACE AEPATORS ARt:: us:::o, nIT'! FLOW Vr::LOC tTY AND THE OXYGEN SUPPLY RATE DEPEND ON THE CHANNEL GEOMETRY AND T~ AFRATOR ROTATJCN SPf!ED AND SUO\'ERCENCE. A CESIGN "nOCEOURE THAT WILL SHIULTANECUSL.Y SATISFY OXYGEN AND FLO\'1 r.F.OUIfH;"H!NT~ IS pnC!jF.NTED. IT INVOLVES PROCCS~ KINETICS, OPEN-CHANNf:L. FLOW HYORAUL 'ICS, AND Af:;RATOR PERFORMANCE ASPECTS. EXPERIMENTS IN A PILOT AERATION CHANNEL, OPERATEO AS A HIGH-RATE peND. INDICATE THAT THE MINIMUM rLOW VELOCITY FO~ SUCH SYSTEMS IS OETW~CN ~.5 AND 6.5 CM'SEC WHEN THE SUSPENDED SOl.ID9 I CONCF.NTRATION I~ AOmJT 500 MG'L.lTE'm. THe PUMPING EFFICIENCY (IF A 70 CM WIOE CAGE ROTcn 'JERATOR WAS AnOUT ~~ WHeN TH~ SUnMERGF.NCE DEPTH WA5 12-17 CM. CALCULATIONS SHOW :THAT ATMOSPHERIC RE~ERATION, INDUCED DY I-IIGH FLOW VELOCITY, IS NOT ECONOMICAL. ON TteE OTHER HAND, A CCf.4aINATION OF A PUMP AND AN ArnflT or~ MAY PROVE FEAS IBLE I N CASES WHERE · FLOW VELOC ITY RATHER ·: THAN .. OXYCEN . SUPPI V t c:; THE LIM ITI.NG ' 1=t.("'Tnn .. ~'CITT-IPC) - TREA1Mi!J\T OF POTATO PROCESSING WASTES AT SALADA FOODS l.TO .. ALl.ISTON, ARMSTRC~G, T. 0.; OOYKO. R. t. ONTARIO WATER RESOURCES COMMISSION, fORONTO. PROCEEDINGS. ONTARIC INDUSTRIAL "'''ST(; CONFERENce. 16TH, JU'oIE 1969, NIAGARA FAl.LS. ONTAR,ro. p 188-20(, • • POiATG PROCESSING 'tIfASTES. AEROBIC LAGOONS. ANAEROBIC ~AGO:JNS, C5D THE SALADA PLANT AT ALl.ISTON, ONTARIO. WAS CON~rRUCTED 1~ 1959. AT THIS TIM~, 5000 LBS/HR OF POTATOES ~ERE PReCESSED INTO POTATO FLAKES DURING A 2~ HOUR DAY. sr~CE THAT TIME NEV PRODUCTS HAVE DEEN ADDEO, AND ~A1ER CONSUMPTION, INITIALLV 200.030 GPO NOW RANGES FROM 630.000 TO 750.000 GPO DURING THE AUGUST 10 ~AY FROCESSING SEASON. THE COMPANf AND THE rOWN WERE TO CONSTRUCT SECONDARY TREATMENT FACILITIES JOINTL~. THE INITIAL 1 NSTALLATION WAS DESIGNED FOR A WASTE FLOW OF 150,000 GPO ANO INCLUDED SCREENING, SEDHIEhTATION. AN AN"E~OBIC LAGOON. AND TWO AER031C l.AGOONS. THE LAGOON FILLED FOR 5 11'2 MONTHS. AND EFFLU~NT ON THE FIRST DAY OF OVERFLOW WAS 376,000 GALLONS WITH CORRESPOND1NG 6010 L8S BOO. THE PLANT ~AS OVERLOAOED DOTH HYDRAULICALLY AND ORGANICALLY. THE ANAEROBIC LAGOON WAS CHANGED TO AN AEROBIC LAGCON. T~O CONCRETE CLARIFIERS WERE ADDED. EACH WITH 2.75 HJURS DETENTION TIME, AND BUOBLF. GUN AERA1IG~ DEVICES WERE INSTALLED. SINCE THE PLANT WAS STl~L OVER-LOADED. A COMPREHENSIVE SURVEY WAS CRDERED, AND FROM THE r~eSULTS OF THIS STUDV, A 6.2 HOUR DETENTION TIME ACTIVATED Sl.t.OGE· BASIN WAS BUlL'. TOTAL. COST OF THE TREATMeNT PLANT HAD RISEN TO$3~O.OOO. ALTHOUGH PROOLEMS ~ERE STILL ENCDUNTE~ED, THIS TREAT4ENT FACILITY PROVIDEO ADEQUATE TREATME~T. HAD TH~ NeCESSARY LONG RANGe PL.ANNlhG BeEN DCt.E __ E~R.LJ .ER, A S~RICUS POLL.UTIONAL PROOLEM MAY HAVE BEEN AVOIDED. (LO,-RY-'TEXAS) ALGAL NUTRIENT R!SPONSES 1N AGRICULTURAL WASTe WATER. ARTHl.R, JAMES F.; BROWN, RANDALL L.; OlITTERFla.O. DRUCE A.I GOLDMAN, JOel. C. FCDERAL WATER QUALITY AOM[N1STRhTI0N. FReSNO. C"~lF.; AND CALIFORNIA STATE DEPT. CP VATER RESOURCES. ' IN: COLLECTED PAPERS REGARDING NITRATES IN AGR1CJLTURA_ WASTE WATERS. FEDERAL ~ATER QUALITY ADMINIS1RATJON WATER POLLUTICN CONTROL RCSEARCH SERIES 13030 ELY. 12/69. P 123-141. DECEM~ER 1969. 19 ·P. 6 FIG, I TAB, 12 RI!F. FWOA PROJECr 13030 ELY. ' tCCN1RAL VALLEV(CALIFORNrA) •• I3ACTEIUAL DENlfRIFlCATIO'l. 050;056 , ALGAL ASSIMILATION OF NUTRIENTS INTO CELLUl.AR ~ATERIAL wrT~ SUBSEQUENT R~MOVAL FRaN THE GRO~TH ~DtUM IS A FEASIBLE PROCESS TO REMOVE NITRATES FROM IRRIGATI]N WASTE WATER. THE EFFICIENCY OF iHE PROPOSED SYS1EM IS GREATL.Y E~HANCED IF AS MANf VARtAB~es AS POSSI~LE ARE OPTI~IZEO. LEAVING ONLY NITROGE~ THE LIMI1I"G NUTRIENT. ORTHOPHOSPHATE ADDITIONS OF 2.0-:3.0 MG/_JTER P AI.e REQUIRED THE 'teAR ROU"D TO REMOV! 20.0 MG/LITER NI TRATE-NITROGEh FROM THE GROWTH MEDIUM. IRO~ AND CARaON ALSO tiAV[;; BEEN FOUr--D TO .BE . ~IMlrIhG ALGALyRO~TH .AND NITROGEN ASSIMILATIO'l DURING PART OF T~I= YE~R. \0 o EFFEC'TS OP OXrOA'Tr ON POND E~prLUENT ON RECl!r~ING If AT~ !N THI! SAN JOAQ UrN RI VEn ESTUARY. BAtN, RJCHAnD C •• JR.; MCCARTY. PERRt L.a RDBE~TSON. JAMES A.; PIERCE. WILLIAM H. FEDERAL WATER QUALITY AD~INJSTRATION, PAC1Ftt SOJTHWEST REGION, CALIFORNIA'NEVAOA BASINS OFFice. 2ND IN1ERNATICNAL SYMPOSIUM FOR WASTE TREATMENr LAGOONS. JUNE 23-25. 1970, KANSAS CITY, MISSOURI. P 16e-lec. e FrG. 6 TAB, 8 nEF • • SAN JCAQ\,;I N RI VER. 050 ;esc OXIDATICN POND EFFLueNT ENTERING THE SAN JOAOUIN RIVER ESTUARY WAS ASSUMED TO BE A MAJOR CAUSE OF LOW OISSCL~ED OXVGEN LEveLS. AND RESULTANT FISH KILLS. IN AN EFFORr TO PROVE OR DISPROVE THIS ASSUMPTION. FAC lORS :ONSJ DEREO Rt:LATEDTO OJ SSCLVEO OXYGEN CONCI!NTRAT ION WERe STUDIED • THESE FACTORS INCLUDED WATER TEMPERATURE. ALGAL POPULATI CN, OXYGEN OE:~ ANOS. NJ TR IENTS. AND CHANNEL AI'O FLOW CHARAC TERt~T ICS. SAtcPLES "ERE TAKEN FROM THE RIVER AT VARIOUS TIMES. FRJ'" INFl.UENT AND EFFLUI!NT FQOM lHt! TREAT~ENT PLANT. AND FRO~ THE oxIDATION LAGOON. THEY WEr~E' THEN ANALYZED FOR NH3-NITROGEN. N03-NITROGEN. ORGANIC ~ITnOGEN" ORGANIC CARAON, CAnOONATE ALK~LINITY. AICAnDON~TE ALKA~I~lTY. ORTHOPHOSPHORUS. T01AL PHOSPHCRUS. 5 O~Y UOO. 30 DAY noD. AND COO. FROM THE PRECEDING l~VESTIGArlJNS. rT WAS DETERMINED lHAT DEPRESSED OXYGEN LEVELS ~ERE THE RESULT OF BOTH PHYSICAl. AND ElllLOGICAL FACTORS. PHYSICALLY. lHE DEEPCNtt-cG OF THE CHANNEL REDUCED TIOAL VELOC 1 TV AND THERf!BY REOJCED TURBU_ENCE AND RATE OF NA1URAL HE-OXYGENATION. LEADING TO LOWER OXYGEN TRANSFER RATES. BIOLOGICALLY, A~GAE THRIVES IN BOTH THE OXIDATION PCNDS AND THE SHALLO~ RIVER, BUT [5 TRAPPEO IN THE DE~~ER CHANNa. WHERE ~IGHT PENTRATJON IS INSurFICIENT TO SUPPORT IT. lHE ALGAE THEN DECOMPOSES AND REQUIRES OXYGEN. THE P~OBLEM THEN, IS A COMPLEX COMaINATtc~ CF FACT(1R5 WHICH REOUIRES TH£; SYSTEM APpnoACH. IF A FULLY COM;:»REHENSIVE SOLUTION IS TO OE OBTAIt\EO. PRACTICAL ASPECTS OF THE DESIGN OF WASTe STAB1~IZATION PONDS. BARLO\, W. D. PROC 9'" 5TH MUNIC lNOUSTn WASTE CONF, P 65-70. 1960 • • F I Nt SH ING _AS1ES. OSF LAGOONS C AN DE DESI GNEO TO PRovr DE COMPLET E TREAT MENT FOR ANY WASTe WAT~, DOME STIC ANO.lOR I P\'OVSTRt AL, prwvloro 11 (,ONTAI NS TliF! NF.:CES5AUY NJTRIErH!l MW 15 r:rU:E FIlO~ sunSTA,.,Cr;S wr~lc" Anr. 'f?XlC TO n~c rrul." CI~ "l.(,I\I.~ . I"l~ AlJIIIUIi UI!,U:U~tlt::I IIIl: "":lIe l'IWCI~!H;l!:) I NVULVl:.lJ I "A(';lUI~:J AI~t-t:.C"Nu HIe Ot:SIc.;t.I AN~ CFE""flON 0'­ nil:: LAGCON (PART( CUl.AnLY UNOf R CONO If I UNi IN NJRf ti AND SJ UOi CAROL INA); :JERf"ORf.CANCE OF THE LAGOON. lNCLUDI~G ~ETHODS OF M(ASURE~ENT; AND PRECAUrlJNS TO DE TAKEN TO AVOID HEALTH HAZARDS. POLL~TION AND OTHER NLISANCE PROOLEMS. IN DISCUSSION, REFE~~~CE WAS ~ADE TO LAGOONS U~D Fon TREATING MIXED WASTE ~A'ERS AND 20-30 PEA CENT or OOMEsrtC SEWAGE. AND ESPECIAL~Y TO THE PROBLEMS ENCOUNTE~EO WHICH APPEAR 10 m: ._ C:"US~r;LJ3.~ _ TOXIC METALS IN TtiE WASTE WAfER. (LIVENGOOD-NORTH CAROLlNA STATE UNIV) FAn,.. EFP'\.CENT--:!Lf!CTRICAL OISPOSAL METHODS., FJ AnnE T T • F. . • EFFLUENT AND WATe~ Tn~ATM~NT JOURNAL. VOL 11. NO 4. ~ P 207-209, APRIL. 1971. 1 PIa • • ELECTRICAL OISPCSAL METHODS •• STADIL1ZATION PONDS, ; OXIDATION DITCH. , .ELECTROLYTIC prlor"TION. 050 ;05~ . . ., . nlE GnmfTH Of" MORE INTeNSIVE STOCK FARMING HAS Aooeo UnGENCY TO THt! SEARCH FOR EFFICtI!NT. ECONOMICAL ""10 ACCr.PTAOLt! Mf:THODS FOR TH~ 0 rSPOSAL OF FARM EFrLUENTS. RF.SEARCH HAS INDICATED THAT EFFLUENT FRO'" A HERO or- 90-100 CCWS CAN RE DEALT WITH EFFICIENTLY AND ECONOMICALLY AV SpnAY AERATION IN A TWO SECTION STAnlL tZATION pot\o. PIG EFFLUENT CAN DE MADE ReLATIVELY INNOCUOUS BY TREI.TtNG IT AEROSI CALLY IN AN OXIDATION OITCH SO T~T ITS OXYG~N DEMAND IS MATERIALLY REDUCED BY BIOLOGICAL ACTION. Xl IS A ~ROC!5S THAT AVOI OS CDO~ rrmlJLEMS AND WH ICH REOU IRES MUCH L[;S5 LAND FOR Ttf! 01 SPCSAL OF THE RES rOUE THAN WOULD Q~ n~OUIREO FOR ~NTnEATeD EFFLUENT. ELECTnOLYTIC FLOTATION USING HYDROGEN ANO OXYGEN PRCOUCED AY THE ELfCTnOLYTIC BR~~KDC~N OF A SMALL PORTION OF TH~ WATER IN THE EFFLUE~T TO RAISE THE SOLIDS TO THE SURFACE IS " SUITAOLE LOW-C05T METHon OF OV[;RCOMINCi MOST OF THi! OIfl'FICUl..TIES IN· ·THE REMCVAL · OF SUSPENQ~D SOLIOS FROM EFFLUENT. tCAMERON-~AST CENTRAL:OKLAHOMA STATE) . . LIMITING FACTORS IN:OXIDATION PONO'FAILUR!S, ~ . RAnSON, G. M. : . '" " .', ' ,~ : '" WAStolNGTCN STATe! UNTV"., PULLM~N. ' , .. , ' AVA t LARLE r~CM UI\ I VF.RS ITY M I CROP ILMS ~OO N. z!!!e RD.: ANN A 3 R 7 0 1 OR p .' M Ie,!"." . 48 t 06. CRD. I!.~" NO. 70-18, 939. XERO" COpy $16.90; MICr:OFILM S4.75. PH. O. DISSERTATION" 1970. 050 ' __ •.... ' S!::VERAl HUNO~EO VALIOATED CASE:~ cr- nAW SEWA(H!, FACUl.TATIVE, AERATED FACULTATIVE. AEROATC COMPLETE MIX AND TERTIAny OXJCATION ~OND~ W!RE EVALUATED FOR EFr-LUCNT AND AESTHeT!C QUALITY FAILURES IN ACCORDANCE WITH THr. ILLINOT!:i Dr-PI\RTMr::NT OF PUOLIC HEALTH EFFLUENT STANOl\RI)5 AND FEDEnAl. nECeIVING "ATEFl QUALITY CRITERIA. SIGNIr-ICANT LIMITING FACTORS IN OXIDATION POND FAILURES WERf, AVAIl.ABLE SUNLIGHT, LIGHT ATTENUATION AND PI-iOTO~YNTt'ETIC OXYGENATION. WINO DrnVEN TUROllLENCE AND VrnTICAL MIXING, SULF!DE GFNCRATION A~D ReCYCLE VEnsus REIofOVAL. TtiE FOLLOWING RECor-4MENDATIONS WERe MACE FOR CONTJ;OLLING OXIC'ATION POI\D EFFLUE~IT AND AESTHETIC FAILUn£':S: (1) DESIGN AND USF. OF 'ZERO EFFLUENT' L~GOONS, (2) 5U~PLtMENTAL ILLUMINATION AND MIXING FOLLOWEO BY WASTING AND REMOVAL OF SUSPENDEO SOL!DS PRIOR TO DtSCHI\RGE, (:3) A TREATt4ENT PROCESS FOR LAGOONS IN COMPLIANCE WITH ACCEPT~D EFFL\A;NT STAN>ARDS AND THE INTEN.J_ AND. OOJeCTIVES or: 'THE: 1965 WATER QUALITY ACT .. ·· (ALBERT-TEXAS) " . £VALUATICN OF LAGCCN P~RFORMANC! IN LIGHT O~196S~W~TCR'QUA~ITY~ACT' nAnSOM, G. M.; "'VCKMNI, D. w. .:. ;.-. J'~.: . . RYCKP-,I\N, eOCEIlLt:Y, TO"'LINSON AND ASSOCIATES, Cl.AYTON.' MO,': . ,. .:' ," , ' . ' . . 2ND J NTt::RNAT IONAL SYMPOS IUM p'or-· WI\STE TREATMENT LA COONS , .·JU.NE. 2;3-25 •· .. :.197q.~·:KANSAS .,c t ,t:Y.'; MISSOURI,' p; 63-eo. 11 FIC,,8 TAn. 61 REF. ~Sr="IS GRANT' , EH 66-611. ':' '.: ' , . ' . ' , , : ~,'- ' .! .. , . ': ' ' ·~.:·i.,~ " d *PUTREF.ACTICN, ILLUMINATION, SUSPENO~O SOLIDS, ' VOL.ATrl.E 'SUSPENDED SOI.IDS.';\;·; : ::: . :·[:.~ . ;} ·. ,,~ ~ .. ~· , . . ' ' .: :. ' 'I ,." ; , 050 , '. . . . '. ':' ~"', I .• ~ • , " : ~r. .f . ' ~ • • • • ':\ ' 1~:;i ' : ~ .•. ~~:. . .... . , ". T HE'BULK . CF TH~ "onK DONE .INTtil! · LA ST ; THREe : OI!CAOES "~ ON OXIOATI.QN . PONDS~:I:fAS~ : tt~~L<=.QNCER~£.I) . .P~. l~MR.lt.Y_ WITH (I) ALGAL rr.OOUCTION AND CLASSIFICATION, AND (2) DEVELOPMENT OF DESIGN cnlTER1A FO~ ORGANIC ~ND HVDRAULIC LOJDINGS OF OXIOATJO~ PON~S. LAGOON PEnFCRMANCE HAS NEVER AEEN EVALUATE~ FROM THE POSITION OF WATE~ QUALITY cnITentA; NOR HA~ A COM~REHENSIVE ErrORT nEEN MADE . TO EVALUATE THE PHYSIC~L, CHEMICAL, AND DIOLOGICAL LIMITING FACTOR5 WHICH DEFINE LAGOON PERFORMANCE. THI!REFOnl! AN EVALUATtO~ PROGRAM WAS' DEVISED TO RATE lAGOCNS ON THE OASIS OF WATER QUALITY CnITERIA AND ALSO ON AESTHETIC SUCCESS OR rAllURE. LAGCCNS IN VAnYING LOCATIONS WERE STUDIED FOR EXTENOED PERIOOS OF TIME AND EVALUATED. THE FOLLOWING OOSEnV'-T ION5 WERE MI\)E OASED ON THE EVALUATIOtJS: (1) EFFLUENT 5 DAY AOD ~nOM LAGOONS GREAT,l.Y EXCEFDEO THE ACC~~T~b EFFLUENT ACD STANDARDS. AS 010 SU~PENDED SOLIDS DO~H IN ~HE ~ASE CF RAW SEWI\CE. AND TERTt.eIlY OXtCATICN PONDS, AND (2) REMOVAL OF PtiOSPHATES, NITRATES. Am COl.IFORMS WAS BOTH IN-EfTECTIvE ANO cp.nATIC. OASE~ UPON IlEDllCTION OF COO S5, VSS, NITROGEN, ANO PHCSPHORUS, OXIOATION PONDS DID NOT SIGNIFICANTLY ENHANCE WI\TE~ QUA~lTY, AND AS PRESF.NTLY OESICNED, SUCH peNDS WIl.L NOT ENHANCE~ ~ESTOR~, OR EVEN MAINTAIN . THE PRESENT QUALITY · OFRECEIVING ~A1ERS. DIOLOGICAL FACTOAS IN TREATMENT OF RAW SEWAGE IN ARrlFICIA~ PONDS. BAR'~CH, A. F.; ALLUM, M. O. ROOERT ~. TAFT SANITARY ENGINEERING CENTER, C!NCINNATI. OHIO; AND SOUTH DAKOTA STATE COLL. ·, BROOKING IN: OIOLUGY OF ~ATER POLLUTION, P 262-269. COM~ILED Oy L. E. KEUP. W. M. INGRAM. AND K. M. ~ACKENTHUN, FEO~RAL WATER POLLUTICN CONTROL ADMtNISTRATI0N, WASHINGTON, O. c.~ 1967. 6 FIG, 7 TAB, 18 REF. tPHOTO!"N1HETIC OXYGEN, L.EMMCN(SOh K.~DOKA(SO). c:~o ;esc FREEOO~ FROM NUISANCE CONDITIONS AND THE ACCEPTAOILITY O~ RAW SEWAGE PONDS TO MUNICIPALITIES AS lREA'TMENT FAC ILl Tl ES ARE I NT [MAT ELY DEPENDENT JPJN THE 0 I SSOL. VED OXYGEN SUPPLY IN SEWAGE. Ll GHT ANO DARK DOTTLE AN~LYSES AND THE ESTtMAT~D OXYG~~ ~RJOUCTIDN 8~SED ON VERDUIN'S FACTOR PER~IT ESTABLISHMENT OF !~ITADLE LOADING AND OEPTH OF SEWAGE LAGOONS. THE USE OF POND DESIGN EOUATIONS. HO~EVER. REQUIRES CACTIC~ BECAUSE PROFILE VARIATIONS, _eATHEH CO~DtTIONS. OIURNAL C~ANG~~ ~NO OTHER FACTORS MAY IMPose CON~JOERABLE oEVIATtON IN OESIGN. . At!"ATf:O t:"aeCNS-~ R!!POnT ON TH! STATe C,.' THe. AnT. AA"T~CH. [;P. IC ~.: nANDALL, CLIFFORD W. ' . . . VIRr.rNIA POL~TF.CHNrc INST., BLACKSBURG. , ' JOURNAL WAT~r- PCLLUTION CONTROL F~OERI\Tt eN, VOL 4:1! NO ' .. ""RIle 1971. P 699 .. 700. 6. FtG. 1 TAB, '7 R!". . ~AEnATFD LAGrO~S, *REACTION nATES, *SUSPENoEO SOLleS. 05~ . A FUI.L-SC: ALE! AEn AT!!" LI\ COON WA!: ~ONI TCRCD TO P~OV I DI! eDNStDr:"AOL~ DP(!RAT IONA \. DATA !N C r:Dl!R Tn l!VAlUAT! C"'Tl~l\lLY THe T~M~r;~I\TURC pneOICTION AND EFF~CTS r-onMULATION. TH~ ~AGOON STUDIED TRF.ATfD 0.7 MGD OF Trx T tLt!-F IN I ~I-UNG PLANT WI\!ST!WA. TCIl .. THE f!"F .I c~ CNCV _.CF .. rHI; .A ERA.:r.r::O._LAGOON . . SVS T~fi._ \\IA S _ STR CNGLY TE 1-4T'f.'RA Tvm:: ce=:P!!"nE~T DELOW 50 OfG F. ANO STRONGLV TEMPERATUPE INDEPENDENT ABO"! 50 OEG ro. pnfSENT THEClRY . OID.N01:.~nt:OICT . AEnATEO l.AGOON . Rf;.A.<;TION .. RATt.:S "CCUrlAT~!..Y, PAflTICULAnL'V r-m TEMPERATURES LESS