ࡱ> :  r'(| bjbj 4j%||8T5>Z-"OOO=======$!@B==OO=&&&OO=&=&&F8_@p=O7(":<T=>05><C0#Cp=Cp=0&@t`==%5>C| : INTRODUCTION TO BIOLOGICAL TREATMENT PROCESSES AND ON-SITE TREATMENT SYSTEMS One of the major polluting effects of wastewater on streams results from depletion of dissolved oxygen by the action of aerobic organisms in degrading the organic content of the waste. This suggests that one method of removing organic matter from wastewater would be to concentrate the natural aerobic biodegradation process into an engineered system under controlled conditions. This is done by using either aerobic or anaerobic treatment processes, the latter mainly where the organic loading is very high, often as pretreatment to the aerobic processes or for the treatment of the primary settled sludge. Conventional sedimentation, the major process in primary wastewater treatment, normally removes 60 to 70 percent of the suspended matter containing 30 to 40 percent of the BOD present in municipal waste waters, leaving 150 to 200 mg/L and about 200 mg/L SS in the primary effluent. Discharge of effluent of this quality without exceeding the assimilative capacity of the receiving environment is only possible where very large volumes of water are available for dilution, or where the effluent may be irrigated over a large land area. For discharge to inland streams or lakes, a considerably higher quality is necessary. This calls for secondary treatment, usually in the form of some biological treatment. The plant nutrients, nitrogen and phosphorus, can lead to the enrichment of receiving waters (eutrophication). Additional treatment of wastewater, tertiary treatment, may be required to avoid this problem, which can result in serious ecological disturbances. One alternative to all these sophisticated treatment technologies would be to keep sewage on site and let every household take care of its own wastes. While this avoids all the above problems, it creates new ones and could become a serious health hazard if not properly controlled. Sufficient area would also be required to dispose of all products on site. This topic is covered in the second half of this module. BIODEGRADATION AND BIOLOGICAL GROWTH Successful biological treatment depends on the development and maintenance of an appropriate, active, mixed microbial population in the system. This microbial population may be present as either a fixed film attached to some form of support medium, as in the trickling filter and rotating biological filter processes, or a suspended growth, as in activated sludge processes and anaerobic digestion. Organic waste matter is used as a food source by the microbial population in each of these treatment systems. In their life processes, these microorganisms use some of the organic matter in order to synthesize new cell material, and they obtain the energy from their synthesis and cell maintenance functions by degrading some of the organic matter to simple compounds. Thus, biological growth involves both cell synthesis and biodegradation processes. Heterotrophic organisms, which require a complex source of organic carbon for growth, while autotrophic organisms are able to synthesize their organic requirements from inorganic carbon sources such as CO2. Heterotrophic organisms obtain the energy necessary for growth and maintenance functions by breaking down some of the organic food supply. Autotrophic organisms are able to obtain their energy requirements either by oxidizing inorganic ions, in which case they are chemosynthetic, or by utilizing sunlight, the photosynthetic organisms. Aerobic heterotrophic bacteria are organisms responsible for the primary breakdown of organic matter in wastewater treatment. Autotrophic organisms of importance in special cases include the bacteria responsible for nitrification, and algae (and cyanobacteria), which fulfil an important role in contributing oxygen in oxidation ponds. Anaerobic and facultative heterotrophic bacteria are important in the stabilization of the concentrated organic sludges produced in wastewater treatment and also in the treatment of concentrated organic industrial wastes. Environmental factors which influence biological growth include temperature, pH, mixing intensity and the presence of toxic agents. Temperature may affect the reaction rate of microorganisms to the extent of doubling for each 10(C increase. Different organisms predominate at different temperature ranges, however, so that there is little difficulty in developing a suitable microorganism population in all but the coldest climatic conditions. For optimal biological growth the pH should generally be in the range of 6.5 to 7.5, although growth will occur over the range of pH 4.0 to 9.5. Materials should not be present in toxic concentrations, although it is often possible to develop a microbial population which is acclimatized to quite high concentrations of some toxic materials. Mixing is important, especially in suspended growth systems, to ensure effective contact between the active microorganisms and the organic matter, to prevent accumulation of products of microbial decomposition, and to preserve a uniform environment throughout the volume of the reactor. Any deficiency in nutrient or environmental factors will inhibit biological growth, and will lead to loss of process efficiency. In any case, process efficiency can be maximized by keeping all conditions of operation as constant as possible. The biological growth curve The growth of a batch culture of microorganisms utilizing a single growth-limiting nutrient (substrate), such as organic carbon, is illustrated in Figure 5.1, where it is assumed that all other nutrient and environmental requirements as discussed above are satisfied. Initially, when the food supply is present in excess, the organisms grow at a rate controlled by their inherent metabolic rate, and organism numbers increase logarithmically. This phase is followed by a declining growth phase during which shortage of available food begins to limit the rate of organism growth until at some point, approaching exhaustion of the food supply, the mass of organisms present reaches a maximum. Thereafter, as cells die and are used as a food source by those, which remain, the total cell mass declines, in the process of endogenous respiration.  Figure 5.1 The batch biological growth curve showing typical operating points One implication of the growth curve in Figure 5.1 is that, in the declining growth phase, the rate of organism growth at any time is a function of the food concentration. Practical biological wastewater treatment processes are continuous rather than batch operations, however, they may be represented, on average, as a single point on the batch growth curve. Each of these operating points is evidently characterized by a particular value of both microorganism concentration and food concentration, known as the food-to-microorganism ratio-F/M. F/M Ratio Another important characteristic is that not only does the rate of organism growth decline as food supply becomes growth limiting, but the net yield of organism mass per unit mass of substrate utilized also declines. Hence the lower the F/M ratio, the greater will be the proportion of the substrate degraded to supply the energy requirements of the cell, and the lower the rate of accumulation of biological solids in the system. Sludge age From these observations, it is possible to develop another process parameter which is of value in the design and operation of many biological systems-mean cell residence time, (c (also known as the solids retention time or sludge age). This may be defined as the average time a mass of cells remains in a biological treatment system before being withdrawn in the waste solids stream. If the total mass of biological solids in the system is represented by [X]T (in kg), and the daily increase in solids mass, which occurs as a result of growth, by [(X]T (in kg/d), then (c is given by (c = [X]T days (1) [(X]T (c can be correlated with a modified form of the F/M ratio to give a relationship which is useful for process design and operation. In practical systems, the F/M ratio becomes: Mass of BOD added per day (2) [(X]T AEROBIC BIOLOGICAL TREATMENT Conventional methods of biological treatment can be classified as either fixed film or suspended growth processes. An outline of the main processes of each of these classifications is given below. Within each classification, the processes are discussed in their approximate order of development. Fixed film processes Fixed film treatment involves establishing a microbial culture on a fixed medium and having the wastewater contacting the organisms by flowing past. Land Treatment In land treatment systems (Figure 5.2a), the active biological content includes many forms of soil bacteria, mainly aerobic and facultative forms, and many other higher organisms and vegetation species. Oxygen is transferred from the atmosphere by natural processes. Net growth of biomass in land treatment is usually in the form of vegetation, which must be harvested either as crops or by grazing animals or even by simply mowing the grass. Land treatment is probably the oldest method of disposing of human and other household wastes and, in rural areas and small communities, is still the accepted method in many countries. For modern cities, with their abundant piped supplies of fresh water and consequently large discharges of wastewaters, enormous areas of land would be required for land treatment. In addition, there is always a risk of heavy stream pollution by storm runoff from land disposal areas, unless provision is made to collect and treat storm-flows prior to discharge to surface water bodies. Land treatment is therefore generally considered to be impracticable for most modern cities. Because of the difficulty in measuring the active biomass in land treatment, the best available unit of loading is in terms of application in rate per unit of land area(kg/ha.d). Design and management of land irrigation treatment systems should take account such factors as a) Climate- rainfall, evaporation, temperature and humidity b) Soil type, depth and texture c) Application rates - water, organic matter, plant nutrients (especially nitrogen) and total dissolved solids.  EMBED Word.Picture.8  Figure 5.2 Diagrams of the principal biological treatment systems: (a) land treatment (flood irrigation), (b) trickling filter, (c) rotating biological filter, (d) activated sludge, (e) aerated lagoon, (f) waste stabilization (oxidation) pond. Example 1 A flow of 3 ML/d of settled sewage with 250 mg/L BOD and 33 mg/L organic and ammonia nitrogen is to be applied to a land irrigation area. If the limiting nitrogen loading is 300 kg/ha.yr, what is the area of land required, the total annual equivalent depth of effluent applied and the BOD arial loading rate? Note that 1 mg/L = 1 g/m3 = 1 kg/ML Solution Total daily nitrogen loading = 3 ML/d x 33 kg/ML = 99 kg/d Land area required = EMBED Equation.3 = EMBED Equation.3 = 120.5 ha Annual effluent application rate = EMBED Equation.3 = 9087 m3/ha.yr = 0.91 m/yr Arial BOD loading rate = EMBED Equation.3 = 2272 kg/ha.yr Trickling filter The trickling filter (c 1900) - also called a percolating filter and bacteria bed - consists of a bed of suitable coarse porous media on which grows a biological slime consisting mainly of bacteria, and on which graze various forms of worms and larvae which help to keep the slime active (Fig. 5.2b). Settled sewage is distributed over the surface of the medium and, as it flows down through the bed, the fine suspended and dissolved organic matter is absorbed by the biological film. Oxygen to sustain aerobic biological oxidation is provided by air which circulates through the bed. Clogging of the interstices within the filter bed as the bacteria grow, is usually prevented by portions of the film washed out of the bed by the wastewater flow. This material, which constitutes the net increase in biomass in the system and which would otherwise contribute high BOD and SS concentrations to the effluent, is the removed in final sedimentation tanks (known as humus tanks) for further treatment prior to disposal. It is difficult to obtain an equal adequate measure of the active mass of biological solids in a trickling filter. Although the total surface area of the medium gives some indication of the possible areas on which the biomass could grow, both the actual thickness of the biomass and the percentage of it, which is active cannot be practically determined. Therefore, it is customary to take the volume of the medium as the most practical measure of microorganism activity in a trickling filter and so to express organic loading rate in terms of the daily mass of BOD applied per unit volume of filter medium (kg BOD/m3.d). The hydraulic loading rate per unit surface area of filter (m3/m2.d or kL/m2.d) is also important since it affects distribution of the flow over the surfaces of the medium, and hence the quality of contact between the applied organic matter and the active biomass. Example 2 A settled sewage flow of 3 ML/d with 250 mg/L BOD is applied to 2 trickling filters, each 40 m diameter and 2.5 m deep. Calculate the organic and hydraulic loading rates. Solution Organic loading rate = EMBED Equation.3 =EMBED Equation.3 = 0.12 kg BOD/m3.d Hydraulic loading rate = EMBED Equation.3 = EMBED Equation.3 = 1.2 m3/m2.d ( = 12 ML/ha.d) Rotating biological filter The rotating biological filter (c 1960) or RBF process is a recently-developed method of biological treatment which resembles the trickling filter process in that it uses a biological film grown on solid surfaces, but these are on a large number of closely spaced disc mounted on a shaft which rotates above a shallow basin profiled to the perimeter of the discs (Fig 5.2c). Approximately 40 per cent of the surface of each disc is submerged in the settled sewage flowing through the trough at any time. The shaft slowly rotates, alternately exposing the biological film absorbs organic matter and then, during contact with the atmosphere, it absorbs oxygen, so enabling aerobic oxidation to proceed. The net growth of biomass is washed off the surfaces of the discs and must be removed in final sedimentation tanks before discharge. Organic loading, as noted earlier, in this case is measured in terms of daily mass of BOD applied per unit surface area of disc (gBOD/m2.d). Example 3 A flow of 60000 L/d of settled sewage with 250 mg/L BOD is treated in a two-stage rotating biological filter plant, each stage comprising open shaft 4 m long and bearing 25 x 2 m diameter discs per meter. Calculate the average organic loading rate on the discs. Solution Total BOD load = (60000 x 250) x 10-3 g/d = 15 kg/d Total disc area = 2 x 4 x [((2)2 /4]x 2 x 25 = 1257 m2 Organic loading rate = EMBED Equation.3 = EMBED Equation.3 = 0.012 kg BOD/m2.d Suspended growth processes Facultative (waste stabilization) ponds These are intermediate between land treatment and the other more controlled forms of biological treatment in terms of their requirement for land (Fig. 5.2(f)). Biological reactions occurring in waste stabilization ponds, however, are more complex than those which occur in the other aerobic treatment processes. In the pond liquid, aerobic heterotrophic bacteria break down the organic matter mainly to CO2. Algae then utilize these breakdown products, notably CO2, together with sunlight energy, to photosynthesize new algal cells, releasing oxygen which helps to sustain the aerobic breakdown process. This process, in which the activity of bacteria and algae is mutually beneficial, is called algal-bacterial symbiosis. In the sludge layer which develops in the bottom of the pond, anaerobic biological processes occur and contribute significantly to the treatment efficiency of most ponds. Excess biomass from the processes taking place above is degraded in the anaerobic processes. The waste matter applied in the pond influent is thus partly stored on the floor of the pond, partly lost as biodegradation products and partly discharged as biomass, notably algae, in the effluent. Hence, in the degree of effluent quality control they can achieve, ponds are probably somewhat inferior to more complex systems, because of the variable concentration of algae escaping in the effluent. Estimation of active biomass in stabilization ponds is again impracticable, so that gross arial or volumetric loading rate is often used. Most ponds have much the same depth, however, and many of the important phenomena, such as solar energy entering the pond to promote algal photosynthesis and wind action for mixing pond contents, are related to pond surface area. Therefore, the most widely quoted measure of organic loading rate is the daily mass of BOD applied per unit surface area of pond (either kg BOD/ha.d or g BOD/m2.d), although both depth and detention time are usually quoted as well. Example 4 Raw sewage at a flow rate of 1.5 ML/d, with 300 mg/L BOD, is treated in a series of 3 ponds, with nominal dimensions 300 m x 100 m, 100 m x 75 m and 100 m x 75 m, and each 1 m deep. Calculate the mean detention time for each pond, the average arial organic loading for the pond system and the organic loading on the leading pond. Solution For illustrative purposes, slopes of the pond banks are neglected and the calculations are based on the nominal dimensions. Nominal pond surface areas are A1 = 300 X 100 = 30 000 m2 A3 = A2 = 7 500 m2 and since ponds are 1 m deep, nominal volumes are V1 = 30 000 m3, V 2 = V 3 = 7 500 m3 Detention time in ponds, t = V /Q (m3/d) and, since Q = 1500m3/d, t1 = 30 000 = 20 d, t2 = t3 = 5 d 1 500 Average arial BOD loading = Total BOD load (kg/d) Total surface area (ha) = 300 x 1.5 = 100 kg/ha.d = 10 g.m-2 d-1 4.5 Average BOD loading on first pond = 300 x 1.5 = 150 kg/ha.d 3 This is where most of the treatment takes place. Effectively, the load on the secondary and tertiary ponds is negligible as they act to polish the effluent from a BOD of about 20 down to about 5 mg/L. Aerated lagoons Aerated lagoons (Fig 5.2(e)) are intermediate between waste stabilization ponds and the activated sludge process, resembling the former in their general form, their construction in earth and also in their flow sheet, since there is no solids recycle. Aerated lagoons also resemble activated sludge processes, however, in that oxygen is supplied by artificial means rather than by algal photosynthesis. The rate of mixing provided by the aeration system is much more intense in aerated lagoons than the natural mixing which occurs in oxidation ponds, so that a higher solids concentration is kept in suspension, and hence is present in the lagoon effluent. In fact, the mass of biological solids leaving in the effluent each day is equal to the days net growth of biomass. Thus, final sedimentation of effluent is necessary to achieve a high degree of effluent quality control. Organic loading rates for aerated lagoons may be expressed in terms of arial or volumetric loading, as in the case of waste stabilization ponds. Because of the greater control of the mixing intensity in aerated lagoons, however, they allow a more mathematically adequate analysis of the concentration of biological solids in the system in equilibrium with a given applied organic load. It is possible, therefore, to express loading rate as an F/M ratio, in terms of kg BOD/kg MLVSS.d. Example 5 An aerated lagoon 50 m square at the water surface and 3 m deep ( with banks sloped at 2 horizontal to 1 vertical ) receives a wastewater flow of 2.5 ML/d with 300 mg/L BOD. Calculate the detention time, volumetric organic loading rate and F/M ratio ( assuming that equilibrium volatile SS concentration in the lagoon is 400 mg/L ( 0.4 kg/m3). Solution BOD load to lagoon = 300 kg/ML X 2.5 ML/d = 750 kg/d Lagoon volume ( (Average side length)2 X depth = [ 50 - (2 X 3)]2 X 3 = 5808 m3 Therefore, detention time = V = 5808 m3 = 2.32 days Q 2500 m3/d Volumetric organic loading = 750 kg BOD/d = 13 kg BOD/ m3.d 5808 m3 F/M ratio = BOD loading Mass of Volatile SS in lagoon = ______750 kg BOD/d____ 5808 m3 X 0.4kg VSS/ m3 = 0.32 kg BOD/kg VSS.d Activated sludge process The activated sludge process is an aerobic, biological oxidation process in which sewage is aerated in the presence of a flocculent, mixed microbial culture known as activated sludge. Essential elements in the process (Fig 5.2(d)) are the aeration tank, in which the activated sludge and incoming sludge and incoming wastewater are thoroughly mixed (the mixture is known as mixed liquor ) and an abundant supply of dissolved oxygen is provided, a final settling tank for separating the activated sludge from the treated effluent, a return sludge system to recycle settled activated sludge solids back to the influent to the aeration tanks, and a means for withdrawing each days net growth of biological solids from the system. The unique feature of activated sludge processes, compared with the other processes discussed above, lies in the fact that there is separate and positive control of the retention time of activated sludge solids and the liquid effluent. Hence, it is amenable to much closer control than are other processes. The organic loading rate in the activated sludge process is given by the F/M ratio - kg BOD/kg MLVSS.d (kg biomass). Many modifications of the basic activated sludge process have been developed since it was introduced. Some of these are simple variations aimed at improving the load capacity of the process, others are aimed at varying the quality of effluent produced, while still others are aimed at simplifying operation and maintenance. Some modifications employ flow patterns which differ markedly from those of the basic activated sludge process. Example 6 Settled sewage at a flow rate of 2.5 ML/d and 300 mg/L BOD is treated in an activated sludge plant which is equipped with two aeration tanks each 20 m long x 6 m wide x 4 m deep, and with a mixed liquor volatile SS (ML VSS) concentration of 2000 mg/L. Calculate the detention time, the volumetric organic loading rate and the F/M ratio. Solution Detention time, t = EMBED Equation.3 = EMBED Equation.3 = 0.38 days = 9.2 h Volumetric organic loading = EMBED Equation.3 = EMBED Equation.3 = 0.78 kg BOD/m3.d F/M ratio = EMBED Equation.3 = EMBED Equation.3 = 0.39 kg BOD/kg MLVSS.d METHODS OF ANAEROBIC BIOLOGICAL TREATMENT Anaerobic processes in wastewater treatment are used mainly for treating the organic sludges removed from the wastewater in primary sedimentation and in final sedimentation following aerobic biological treatment. Simple forms of anaerobic treatment, such as anaerobic ponds and septic tanks, however, are used for treating wastewater (rather than sludge) although, even in these cases, the most intense anaerobic action takes place in the layer of concentrated sludge, which settles to the bottom. Although the poor level of mixing, especially in the simpler processes, makes classification a little difficult, most conventional anaerobic processes are essentially suspended growth systems. Among the more recent developments in anaerobic treatment methods are fixed film processes such as the upflow anaerobic sludge blanket (UASB) process and the anaerobic filter. In the former case, the sludge organisms arrange themselves into dense settleable balls of a few mm diameter and in the latter, the organisms grow on a gravel bed. The UASB processes are often used in the treatment of high organic food industry waste water. More commonly used in anaerobic treatment are the suspended growth processes, some of which are described below. Anaerobic ponds Anaerobic ponds (Figure 5.3(a)) are heavily-loaded open ponds, usually 2 to 4 m deep, used as pretreatment ponds in municipal wastewater treatment or in industrial waste treatment. In either case they serve to reduce the organic load applied to a series of facultative or aerobic ponds which are invariably required to further treat the wastewater prior to its discharge into the environment. Odor problems are common with this type of pond, especially during start-up, and in systems having seasonally variable loading patterns. Thus, they should be located well away and down-wind from developed areas. Septic tanks These are single-story tanks used for treating wastewaters from single households or institutions in areas where piped sewerage is not available. They operate essentially as combined sedimentation and anaerobic digestion tanks. A well-designed tank should provide a chamber in which reasonably quiescent settling is allowed to occur. Solids settle to the bottom of the chamber, forming a sludge layer, while fats and floatables rise to the surface to form a scum layer, which helps to prevent access of oxygen through the liquid surface and also helps to control escape of odors. These three zones (see Figure 5.3(b)) are characteristic of well-operating septic tanks. Anaerobic digestion takes place mainly in the sludge layer, although some liquefaction of the scum layer also occurs. The rate of digestion is very slow at the low temperatures, which prevail during winter in cooler climates. Sufficient volume must therefore be available to store solids during the period when digestion is poor. In any case, inert and slowly-degradable material accumulates and, unless removed, eventually reduces the liquid volume between sludge and scum layers to the extent that no treatment may occur. The quality of the effluent is then not better than primary effluent. In common with effluents from other anaerobic processes, septic tanks effluent requires further treatment before it is suitable for discharge to surface waters. Sub-surface disposal through absorption trenches is therefore the most commonly adopted method for on-site disposal.  EMBED Word.Picture.8  Figure 5.3 Simple anaerobic treatment systems: (a) anaerobic-aerobic lagoon system, (b) septic tank, (c) Imhoff tank Imhoff tanks Imhoff tanks are two-story tanks (Figure 5(c)) which represent an advance on the septic tank in that, although they perform the same functions of sedimentation and anaerobic digestion of sludge, these are done in separate compartments. The incoming wastewater flows through the upper compartment, allowing solids to settle to the bottom of the chamber, which is in the shape of a hopper. At the bottom of the hopper, the solids pass through a baffled outlet into the lower chamber in which anaerobic digestion takes place. The lower chamber incorporates capacity to store solids during periods of poor digestion or between desludging operations. Gas vents are provided in the top of the outer chamber, while the baffles at the bottom of the settling chamber prevent gases from entering the settling chamber itself. The digestion chamber is also provided with collection hoppers and sludge withdrawal pipes for periodic removal of digested sludge for disposal. Imhoff tanks, because of the cost of constructing the very deep tanks required, are generally considered economical only for small communities and are no longer commonly used. Cold digestion Cold digestion is the simplest type of digestion used for stabilizing organic sludges produced in conventional primary and secondary treatment. It is operated without temperature control and hence is only suitable for warm climates where the ground temperature remains well above freezing point throughout the year. Cold digesters are characterized by stratification into four distinct layers (Figure 5.4(a)): a Scum zone, where floating materials tend to accumulate b Supernatant liquor zone, where water released from the digesting solids accumulates c Active digestion zone, where the anaerobic degradation process takes place d Digested sludge zone, where stabilized solids settle for removal. Long retention times are required since the operating temperature is far from the optimum. Two-stage digestion systems These have two digestion tanks in series (Figure 5.4(b)). To increase process efficiency, the sludge in the leading, or primary, digester is heated to control temperature, and mixed to ensure effective distribution of the feed sludge and active organisms through the whole of the digester volume. The secondary digester is used mainly to allow separation of digested sludge and supernatant liquor. Digested sludge is drawn from the secondary digester for dewatering and disposal, while the supernatant, is returned to the aerobic biological phase of the plant for further treatment. Because conditions in two-stage digesters are far better controlled and nearer the optimum, much higher loading rates are possible than is the case with cold digesters. In some cases, methane is collected and used as a fuel to assist in heating the sludge in the primary digester. High-rate digestion This operates at a much higher loading rate than conventional two-stage digestion, and hence it requires very close control if it is to perform efficiently. Conditions for optimum high-rate digestion are a Optimum temperature control b Efficient mixing c Thickening of feed sludge (especially if treating excess activated sludges) to increase solids concentration d Continuous feeding of raw sludges. Recirculation of some of the digested sludge solids is sometimes provided. Anaerobic contact process is a further development of the high-rate digestion process which provides for separation and recycling of digested sludge solids. It allows separate control of the hydraulic detention time, t, and the mean cell residence time, (c. Because the digested sludge produces gas, some form of degassing system should be provided to prevent settling tank impairment. This process is mainly used for industrial wastewater treatment.  EMBED Word.Picture.8  Figure 5.4 Conventional anaerobic digestion systems: (a) cold digestion, (b) heater two-stage digestion ON - SITE TREATMENT SYSTEMS Municipal or industrial wastewater from point sources may be managed on-site, off-site, or partially on- and off-site. Single on-site treatment systems treat and utilize the wastewater from that premise completely within its boundaries. Individual households are most likely to use on-site treatment systems. On-site treatment systems must be designed and operated in such a way as to fulfil environmental and health performance objectives: avoid unacceptable public health risks; avoid unacceptable interference and nuisance to the public; protect land from deterioration through chemical or biological contamination; protect surface and groundwater. Before an on-site treatment system can be considered, a site evaluation must be undertaken to determine the feasibility and parameters for system design. Site assessment must include the climate, land area, buffer distances, flood potential, aspect, slope, groundwater, geology and erosion potential. If a land application system for effluent is proposed, a soil survey is required to assess its suitability. Components of a soil survey include: soil depth; depth to water table, hydraulic conductivity; available water holding capacity; pH; bulk density; electrical conductivity; cation exchange capacity; phosphorus sorption ability; and dispersion. Various options for on-site wastewater treatment are available. They will largely depend on influent quantity and quality, effluent quality required, cost, space available, complexity, and power requirements. Table 5.1 lists alternative on-site wastewater management options. Table 5.1 On-site wastewater management options. Source of Wastewater Wastewater treatment Wastewater disposal and/or containment Blackwater Primary treatment Subsurface disposal Greywater Septic tank Disposal fields Stormwater Imhoff tank Seepage beds Combined wastewater Secondary treatment Shallow sand filled disposal trenches Aerobic/ anaerobic unit Aerobic unit Mound systems Intermittent sand filter Evapo-transpiration/ percolation beds Recirculating granular medium filter Drip application Constructed wetlands Evaporation systems Recycle treatment system Evapo-transpiration bed On-site containment Wetland (marsh) Holding tank Discharge to water body Composting toilet Combinations of above (wet or dry) From Tchobanoglous, 1991 Septic Tanks Septic tanks are widely used in rural residential locations for on-site disposal of household and institutional waste waters. They are the most common treatment method in unsewered areas. Design and installation practices have evolved from early empirical approaches in the U.S. through to modern design guidelines based upon research performance studies undertaken from the 60's onwards. Septic tanks provide preliminary treatment for the entire wastewater stream comprising sedimentation of settleable solids, flotation of oils and fats, and anaerobic bacterial digestion of stored sludge. Septic tanks do not have the capacity to remove nutrients. The wastewater is not disinfected, and because it may be highly infectious, subsurface disposal must be used. Settleable solids in the incoming wastewater settle and form a sludge layer at the bottom of the tank. Greases and other light materials float to the surface where a scum layer is formed as floating materials accumulate. Settled and skimmed wastewater flows from the clear space between the scum and sludge layers to a treatment unit or disposal field. The organic material retained at the bottom of the tank undergoes facultative and anaerobic decomposition and is converted to more stable compounds and gases such as carbon dioxide (CO2), methane (CH4), and hydrogen sulfide (H2S). Odors usually do not pose a problem as the hydrogen sulfide combines with the metals in the accumulated solids to form insoluble metallic sulfides. There is always a net accumulation of sludge in the tank even though this is continually reduced by anaerobic decomposition. Material from the bottom of the tank that is buoyed up by the produced gas will often stick to the bottom of the scum layer increasing its thickness. Because the accumulation of scum and sludge can reduce the effective volume of the tank, the contents should be periodically emptied. Most septic tanks are made of steel reinforced concrete or fiberglass and must be water-tight and structurally sound if it is to function properly. AS 1546 specifies that the tank be cylindrical or rectangular with suitable inlet and outlet fittings. Sizing of the septic tank is based on minimum residence time of the wastewater. This should normally be at least a day and a half. Some additional tank volume should be provided to compensate for the reduction in residence time as the solids accumulate in the tank and its effective volume decreases. A tank volume of two to three times the design daily flow is common. Advice on minimum septic tank capacities differ for each Australian state and are listed in the standards. The capacities recommended by N.S.W state authorities are (from AS 1546): WC only: Nominal 4L flush Nominal 11L flush (1025+35n) L (1365+45n) L minimum 1200 L minimum 1600 L All wastes (excluding household food waste disposal units): Nominal 4L flush Nominal 11L flush (1025+113n) L (1365+137n) L minimum 1600 L minimum 2050 L All wastes (including household food waste disposal units); Nominal 11L flush (2270+160n) L, minimum 3070 L Note: Household food waste disposal units are not normally recommended for connection to septic systems. (n = number of persons L= liters) Dimensions (from AS1546-1990) Operating depth - the internal design depth of liquids and solids in a septic tank, measured below the invert of the outlet of the tank, shall not be less than 900mm. Diameter - Cylindrical tanks shall not be less than 1.12m in diameter. Rectangular tanks - Rectangular tanks shall have an internal width not less than 0.95m. Length/width ratio - Rectangular tanks shall have a length/width ratio of approximately 1.5. Partitions - Where the capacity of a septic tank exceeds a nominal 2050 L, the tank may be divided into two chambers by means of a fixed durable partition. The capacity of the first chamber should be one and a half to twice that of the second chamber. Two chambers have been used to limit the discharge of solids in the effluent from the septic tank. Based on measurements made in both single and double chambers, the benefit of a two-chamber tank appears to depend more on the design of the tank than the use of two compartments. A more effective way to eliminate the discharge of untreated solids involves the use of an effluent filter in conjunction with a single chamber tank. Alternatively two tanks in series are sometimes used to reduce solids carryover. Figure 5.6 shows a typical septic tank. Larger septic tanks are utilized to serve multiple users such as a resort, caravan parks or cluster of residences. Generally, these larger tanks are divided into multiple compartments, usually three, and are designed to provide a detention time of one day. Parallel tanks are also commonly used.  Figure 5.6 Conventional 2 - compartment septic tank. If septic tanks are well designed and adequately desludged, they may produce effluents which are similar to those from primary settlement tanks. Table 5.2 below shows expected quality of septic tank effluent (NSW Dept Health, 1996). Table 5.2 Expected quality of wastewater after treatment in a septic tank ParameterConcentrationbiochemical oxygen demand150 mg/lsuspended solids50 mg/l total nitrogen50-60 mg/ltotal phosphorus10-15 mg/lfaecal coliforms105-107 cfu/100ml Grease and oil interceptor tanks Wastewaters from kitchens, laundries, vehicle wash-down, workshops etc, typically contain grease, oils, and detergents. If the greases and oils are allowed to enter the septic tank, there is the possibility that they can be discharged along with the septic tank effluent to the soil absorption system. Greases and oils, along with suspended solids, tend to accumulate on the surfaces of the soil absorption system ultimately leading to a reduction in the infiltration capacity. Greases and oils cause problems due to their persistence. Typically, interceptor tanks are used to trap grease by cooling and flotation, and oils by flotation. The tank serves as a heat exchanger by cooling the liquid, which helps to solidify the greases. For flotation to be effective, the interceptor tank must detain the fluid for an adequate period of time (typically greater than 30 minutes). Although a number of commercial grease and oil traps are available, they have not proven to be effective because of the limited detention time provided in such units. Most commercial units are rated on average flow and not the instantaneous peak flows observed in the field from restaurants and laundries. The use of conventional septic tanks as interceptor tanks has proven to be very effective. Depending on the tank configuration some re-plumbing may be necessary when septic tanks are used as grease traps. The larger volume provided by the septic tank has been beneficial in achieving the maximum possible separation of greases and oils. The presence of lint in wastewaters from laundries is also a serious concern. The discharge of lint can be limited by using a series of replaceable screens in the effluent channel or a cleanable screened outlet in the interceptor tank. Composting Toilets Composting toilets are generally water-less systems, which use the principle of composting to break down human waste to a humus type material. They are utilized generally in rural and remote areas with permission from the relevant authorities. Composting can break down waste either aerobically or anaerobically. Anaerobic composting should not be encouraged due to health risks and the difficulty in controlling the process. Aerobic composting is a faster process, releases more heat, and does not produce odorous compounds such as hydrogen sulfide, nor flammable compounds such as methane. Temperature, time, oxygen content of the pile, the ratio of carbon to the total waste material, the moisture content, particle size and pH are important factors in achieving low pathogen survival in the treatment of waste in composting toilets. Some organisms such as parasites and viruses may persist for very long periods. Contact with the compost may pose a health risk. Human waste is deposited onto the compost heap. Solid material is retained on a screen, whilst liquid flows through to a collection tray. This liquid, which may contain high nutrient and pathogen levels, should be removed by evaporation, which may be assisted by the use of a fan or through heating. Excess liquid must drain out of the composting toilet to allow correct operation of the system. This excess liquid should be discharged to the greywater management system. Research is currently being carried out into allowing significant volumes of liquids (including greywater) to be treated in the composting toilet. The compost pile acts as a biological filter removing both the organic and inorganic components of the liquid which is then disinfected using UV radiation or ozone. This produces an effluent that can be irrigated above ground with safety. DOWMUS in Australia (Maleny) have developed a system that is now commercially available. Design of a composting toilet must ensure that the system is vector-proof and that sufficient ventilation is provided. Correct operation of composting toilets requires the addition of bulking materials to the compost heap. Vegetable scraps and other kitchen wastes will assist the decomposition process through addition of organic matter, and reduction in moisture content. Newspaper, sawdust and other absorbent material provides bulk and spaces, which allow increased aeration, and ensures maintenance of the appropriate carbon to nitrogen ratio. A number of organisms participate in the degradation of the organic wastes: earthworms, insect larvae, beetles, fungi and bacteria are commonly found in composting toilets. Systems may be continuous (single chamber) or batch (multiple chamber). Continuous systems contain one chamber, whilst batch systems contain several bins, with rotation occurring after filling of each bin. When assessing the use of a composting toilet, consideration must be given to management of the remaining wastewater - the greywater. Greywater should be managed as for the entire wastewater stream. Grey Water System Greywater is a combination of the wastewaters from the kitchen, bathroom, laundry and floor waste. It should be noted that the term "black" is often used to describe the water and solids from toilets. Greywater is often separated from black water to reduce the loading on on-site systems. Greywater contains contaminants and nutrients such as nitrogen and phosphorus which can be utilized by plants. Therefore a main use for greywater is irrigation. Although greywater does not include toilet waste it can contain high levels disease causing bacteria and viruses depending on the level of hygiene in the premise. Therefore, if greywater is to be irrigated above ground it must first be disinfected. A typical treatment process for greywater consists of balancing, sand filtration and finally disinfection. Although greywater is sometimes used untreated for irrigation, it is still a health risk. The other practical problem with untreated greywater is that it cannot be stored as it will putrify. This could create a problem during wet weather if there is nowhere else to go with the greywater. DISPOSAL OF EFFLUENT The three primary types of disposal systems for effluent (as covered in AS 1547-1994 Disposal systems for effluent from domestic premises) are: Sub-surface systems. These may include - a. an absorption trench b. an evapotranspiration area or trench c. a combined evapotranspiration - adsorption area or trench d. an absorption well Surface irrigation. Effluent may be disposed of by surface irrigation provided it is of satisfactory quality and the authorization of the relevant regulatory authorities is obtained. 3. Collection well. Effluent may be discharged into a watertight collection well for subsequent removal from the site, again with authorization of the relevant authorities. (AS 1547-1994). Final treatment and disposal of the effluent from a septic tank or other treatment unit is accomplished, most commonly, by means of subsurface-soil absorption. This limits application to sites where the surrounding soil has a permeability, P (the rate clean water is transmitted through a soil) between 0.05 m/d and 0.06 m/d (AS 1547-1994). If the permeability is higher than the upper limit, the potential for groundwater contamination is increased. Table 5.4 lists the representative soil permeability for various soil textural classifications. Textural Permeability (p), metres per day___ classification Typical range Representative values Sand 0.6 to 6 1.2 Sandy loam 0.3 to 1.8 0.6 Loam 0.2 to 0.5 0.3 Clay loam 0.06 to 0.36 0.18 Silty clay 0.007 to 0.12 0.06 Clay 0.0024 to 0 024 0.012 NOTES: Soil permeability can also be greatly influenced by soil structure. 2 Soil with a high silt content generally has a lower permeability than a clay soil. The clay content of a soil can be an aid to the formation of good soil structure. Table 5.4 Representative soil permeability for various soil textural classifications Typically a soil absorption system consists of a series of narrow, relatively shallow trenches filled with a porous aggregate (usually gravel). The porous medium is used (1) to maintain the structure of the disposal field trenches, (2) to provide partial treatment of the effluent, (3) to distribute the effluent to the infiltrative soil surfaces, and (4) if the trenches are not filled with liquid, to provide temporary storage capacity during peak flows.  Dimensions in mm. Figure 5.8 Piped Trench (AS 1547-1994) The treatment provided by the disposal field occurs (1) as the effluent flows over and through the porous medium used in the disposal field trenches, (2) as it infiltrates into the soil, and (3) as it percolates through the soil. Treatment on the porous medium in the disposal field occurs through a combination of physical, biological, and chemical mechanisms. The porous medium acts as a submerged anaerobic filter under continuous inundation, and as an aerobic trickling filter under periodic application. The rate of absorption of effluent to a non-dispersive soil is determined by its long term acceptance rate (LTAR). A curve giving the relationship between P and LTAR for other than above-ground spray disposal systems is shown in Figure 5.9. This curve is reasonably well defined for soils ranging from sand to silty clay, i.e. down to a P value of 0.05 m/d, for which the corresponding predicted LTAR is 10 L/m2/d. For lower values of LTAR, either a large disposal area is required or the soil may need to be improved. Also, it is necessary to ensure that the effluent is disposed of within the designated disposal area. Sizing of a disposal area (trench absorption) (extract from AS 1547-1994) The size of a disposal area shall be calculated as below. Absorption area or trench An absorption area or trench relies principally on disposal by absorption. The required area is calculated from the following equation: Aw = q/LTAR where Aw = wetted area, in square metres q = daily flow, in litres LTAR = long-term acceptance rate, in Lm-2d-1 (from figure 6)  The unit of liters per square meter of floor area per day can be equivalently expressed as the fall in water level in mm per day. Figure 5.9 Long term acceptance rate (AS 1547-1994) The length of trench shall be calculated from the following equation: L = Aw/(b + dw) Where L = trench length, in m b = trench width, in m (from figure 5.8 for pipe trenches) dw = allowance for depth of wetted walls, in m (twice half the depth of trench) A series of parallel trenches is the most common configuration. Lagoon Systems Lagoon systems may be used for treating wastewater on-site for individual residences (accepting effluent from a septic tank) or on a larger scale to treat wastewater for a small community. The larger sewage lagoon, also known as wastewater stabilization ponds, is discussed later in the chapter. A typical single cell lagoon system is sometimes called an evapotranspiration absorption system, in that effluent from a septic tank is treated by exposing it to the atmosphere where sunlight and bacteria act to remove more of the solids in the wastewater. The lagoon is designed to have a maximum 4- feet water depth, berming of 3:1 slope ratio, and having a total depth of 6 feet. Sizing depends on the number of bedrooms in the residence/structure. For example, a three-bedroom house would need approximately 1,800 square feet of surface area. A 30 by 60 lagoon would be needed to properly treat the wastewater generated by such a residence. The effluent from the septic tank flows through 4 inch solid piping to the bottom of the lagoon and discharged. Overflow from the lagoon the lagoon is carried through a 4-inch tee pipe to an absorption field where it is further treated and absorbed into the soil. Lagoon Advantages DisadvantagesSpace efficient when compared to the conventional rock lateral system sized for a Group IV clay soilSix foot fence and locked gate surrounding the perimeter of the lagoonCost efficient and easily installedDuck weed or other surface vegetation must be routinely removed from the surface Relatively low maintenanceDifficult to install in rocky soils or on steep slopesNo odor and no mosquito problemsOpen water may not be attractive to some potential users Septic Tank System Troubleshooting Problem Possible Cause Remedies Wastewater backs up into the building or plumbing fixtures sluggish or do not drain well.Excess water entering the septic tank system, plumbing installed improperly, roots clogging the system, plumbing lines blocked, pump failureFix leaks, stop using garbage disposal, clean septic tank and inspect pumps, replace broken pipes, seal pipe connections, avoid planting willow trees close to system lines.Wastewater surfaces in the yardExcess water entering the septic tank system, system blockage, Improper system elevations, undersized soil treatment system, pump failureFix leaks, clean septic tank and check pumps, make sure distribution box is free of debris and functioning properly, fence off area until problem is fixed, call in the expertsSewage odors indoorsSewage surfacing in yard, improper plumbing, sewage backing up in the building, trap under sink dried out, roof vent pipe frozen shutRepair plumbing, clean septic tank and check pumps, replace water in drain pipes, thaw vent pipeSewage odors outdoorsSource other than owners system, sewage surfacing in year, manhole or inspection pipes damaged or partially removedClean tank and check pumps, replace damaged inspection port covers, replace or repair absorption field Contaminated drinking water or surface water System too close to a well, water table, or fractured bedrock, cesspool or dry well being used, improper well construction, broken water supply or wastewater lines Abandon well and locate a new one far from the septic system, fix all broken lines, stop using cesspool or drywellDistribution pipes and soil treatment system freezes in winterImproper construction, check valve in lift station not working, heavy equipment traffic compacting soil in area, low flow rate, lack of useExamine check valve, keep heavy equipment such as autos off area, increase water usage, have friend run water while away on vacation, operate septic tank as a holding tank, do not use antifreezeTable 6.3 Septic Tank System Troubleshooting Septic Tank Inspection Scum should never be any closer than 3 inches to the bottom of the baffle. The scum thickness is observed by breaking through it with a pole. To measure sludge, make a sludge measuring stick using a long pole with at least 3 feet of white cloth (old towel) on the end. Lower the measuring stick into the tank, behind the outlet baffle to avoid scum particles, until it touches the tank bottom. It is best to schedule pumping of each tank every 2 to 3 years. Annual checking of sludge level is recommended. The sludge level must never be allowed to rise within 6 inches of the bottom of the outlet baffle. In two compartment tanks, be sure to check both compartments. When a septic tank is pumped, there is no need to deliberately leave any residual solids. Enough will remain after pumping to restart the biological processes. Maintaining the On-Site System Conserve water. Putting too much water into the septic system can eventually lead to system failure. (Typical water use is about 50 gallons per day for each person in the family).The soil drainfield has a maximum design capacity of 120 gallons per bedroom. If near capacity, systems may not work. Water conservation will extend the life of your system. Conserve water by: Fixing dripping faucets and leaking toilets. Avoiding long showers Using washing machines and dishwashers only for full loads Not allowing the water to run continually when brushing teeth Avoid disposing of the following items down the sink drains or toilets: chemicals, sanitary napkins, tissues, cigarette butts, grease, cooking oil, pesticides, kitty litter, coffee grounds, disposable diapers. Do not install garbage disposals. Dont use septic tank additives or cleaners. They are unnecessary and some of the chemicals can contaminate the groundwater. * Outside Maintenance: Maintain adequate vegetative cover over the drainfield. Dont allow surface waters to flow over the tank and drainfield areas. (Diversion ditches or subsurface tiles may be used to direct water away from system.) Divert water from the roof and gutters away from the system Dont allow heavy equipment, trucks or automobiles to drive across any part of the system. Do not dig into the drainfield or build additions near the septic system or the repair area. Make sure a concrete riser (or manhole) is installed over the tank if not within six inches of the surface, providing easy access for measuring and pumping solids. ** Keep track of how quickly scum and sludge accumulates in the tank, this will allow one to estimate the frequency of cleaning/pumping the tank. Note: There is no need to add any commercial substance to start a tank or clean a tank to keep it operating properly, they may actually hinder the natural bacterial action that takes place inside a septic tank. The addition of fecal material, cereal grain, salt, baking soda, vegetable oil, detergents, and vitamin supplements that routinely makes its way from our house to the tank is far superior to any additive. ** Note: All tanks should have two manholes, one positioned over the inlet device and one over the outlet device. One should be of sufficient size to permit a person to enter, the other of sufficient size to permit inspection and pumping. These manholes should be supplied with risers so that the covers are not more than 24 inches below the ground surface. Sewage Lagoon Systems Sewage lagoons are normally designed to operate aerobically by wind action or mechanical means such as aerators and mixers. However, an anaerobic layer often forms near the bottom portion on the pond where the soil-effluent interface occurs. This process occurs by design in facultative lagoons. Temporary odor problems may occur during the spring and fall in colder climates as the effluent inverts or turns over when the water surface temperature approaches 32o F. This is a natural process that is usually remedied in a matter of days by the introduction of oxygen into the new surface layer. Sewage lagoons support algae (green microscopic plants that supply oxygen [O2]) as long as the lagoon is exposed to sunlight. The aerobic bacteria use the oxygen and decompose solids to produce carbon dioxide, which the algae need to grow. Types of Lagoons Lagoons are commonly called stabilization ponds or oxidation ponds and constitute approximately 40 percent of the secondary treatment systems operating in the United States. Approximately 90 percent of all lagoon systems serve small communities of 10,000 or less. Waste treatment lagoons can be divided into four general types based on the biological reactions that take place in the lagoon. High-Rate Aerobic Lagoons Algae production is maximized in the high rate aerobic lagoon by allowing the maximum light penetration in a shallow pond. Characteristics are as follow: Depth - 12-18 inches. Biological Process - aerobic bacterial (require oxygen), oxidation, and algae photosynthesis. Organic Loading - 60-200 pounds BOD5 per acre/day. Waste Removal - 80-90% effective conversion to algae. Other Data - 1) may have mixers or aerators installed, 2) may have problems with weed and aquatic plant growth. Facultative Lagoons Facultative lagoons are probably the most common types of lagoon. They are deeper than the high-rate aerobic ponds with depths varying between 3-8 feet. The greater depth allows two zones of bacterial action to develop an aerobic surface zone and an anaerobic bottom layer. Oxygen for aerobic stabilization through bacterial action and photosynthesis occur in the top zone while the sludge in the bottom layer is digested by anaerobic (does not require oxygen) bacteria. Characteristics are as follows: Depth - 3-8 feet. Biological Processes - Aerobic and anaerobic. Facultative bacteria can switch from aerobic to anaerobic and vice versa. Organic Loading - 15-80 pounds BOD5 per acre per day. Waste Removal - 70-95% depending on the concentration of algae in effluent - removal as high as 99% has been obtained. Other Data - 1) generally have fewer weed problems than high-rate aerobic systems, 2) may become totally anaerobic during winter when ice freezes on lagoon. Maturation or Tertiary Lagoons The maturation or tertiary lagoon is used for polishing effluents from conventional secondary processes such as trickling filtration or activated sludge. Settable solids, BOD5, fecal organisms, and ammonia are reduced. For BOD5 loading, use 15 pounds per acre per day or less. Aerated Lagoons Aerated lagoons derive most of their oxygen for aerobic stabilization by mechanical means either by air diffusion or mechanical aeration. Photosynthetic oxygen generation usually does not play a large role in the process. Up to 95% BOD5 removal is obtainable depending on detention time and the degree of solids removed. * *Note: BOD loading is a calculation wherein: BOD Loading in lbs/day = mg/l BOD X MGD Flow X 8.34 lbs/gallo(a gallon of water weighs 8.34 lbs.) Example: The BOD concentration of wastewater entering a lagoon is 215 mg/l. If the flow into the lagoon is 400,000 gallons per day, what is the BOD loading? 215 mg/l x .400 MGD x 8.34 lbs/gal = 717 lbs/day BOD If the lagoon constructed could only handle a maximum loading of 70 pounds BOD per acre per day, we would need a 10 acre size lagoon or bigger. Community Sewage Lagoon Design Community sewage lagoons are very similar to individual lagoons discussed earlier in the chapter, except for size. The size of a sewage lagoon will vary according to the climate, desired treatment, and number of homes served. Larger community sewage lagoons are more likely to require lining to prevent seepage and either lining or rip-rap rock to prevent berm erosion. They are usually multi-celled and inter-connected so they can be used in series, parallel, or a combination that can be switched from series to parallel and vise versa. The parallel configuration more effectively reduces pond loading than does series configuration because the mixture of influent is spread more evenly across all cells instead of the first in a series. The parallel configuration is also less likely to produce odor than a heavily loaded first cell of a series. The primary advantage to the series operation is that each cell has a settling and polishing effect. Routine Lagoon Operation and Maintenance Procedures One of the advantages of the use of a sewage lagoon is the low level of non-technical operation and maintenance needed by the system to function properly. At the same time this perceived need for low maintenance might be translated to mean no maintenance. If lagoons are to function properly and have a reasonable life span, maintenance must be performed. Items that should be monitored routinely are: 1. Keep access roads, the fence, gate, and lock in good repair. Make sure warning signs are placed on all sides of the fence enclosure. 2. Mow dikes during growing season to control vegetation growth. Check dikes for erosion and animal burrows. If neglected long enough this could result in loss of a pond. 4. Keep emergent vegetation from the pond. Tumbleweeds and other wind-blown debris should also be removed from the pond and the fence. 5. Inspect for mosquito breeding. Breeding can be minimized or eliminated by removing vegetation from the shallow water areas along the dikes. 6. Check the mechanical equipment in the inlet and outlet structures. All valves and other mechanical devices should be tested periodically so they will be in operating condition when needed. 7. Check for leakage through the bottom or sides of the dikes. 8. Make sure floor surface of pond is covered with water to an appropriate depth. Make sure diversion structures are free of solids and other debris 10. Maintain mechanical aerators and make sure they are functioning properly. 11. Check overflow discharge for blockage or clogging. Make sure the chlorinator, if used, is functioning properly and maintained. Are appropriate chemicals available and correctly stored? Proper treatment of wastewater reduces health risks to humans and animals and prevents surface and groundwater contamination. Inadequate treatment of wastewater allows bacteria, viruses, and other pathogens to enter groundwater and surface water. Hepatitis, dysentery, and other diseases may result from bacteria and viruses in drinking water. Pathogens may make lakes or streams unsafe for recreation. Flies and mosquitoes that are attracted to and breed in wet areas where wastewater reaches the surface may also spread disease. Inadequate treatment of wastewater can raise the nitrate levels in groundwater. High concentrations of nitrate in drinking water are a special risk to infants. Nitrate affects the ability of an infant's blood to carry oxygen, a condition called methemoglobinemia (blue-baby syndrome). There are a variety of options one can use to treat their wastewater on-site. The homeowner and public health specialists can work together to determine the best and most economical way to treat domestic wastewater in a safe and effective manner. REFERENCES Barnes, B., Bliss, P.J., Gould, B.W., and Vallentine, H.R. 1981. Water and Wastewater Engineering Systems. Pitman Publishing, London. Gunn, I.W. 1988. "Septic Tank Systems - State of the Art" in Alternative Waste Treatment Systems, edited by Bhamidimarri, R., Elsevier Applied Science, London. N.S.W. Department of Health 1996. Environment and Health Protection Guidelines - Draft: On-site Wastewater Management Systems for Domestic Households. Queensland Department of Primary Industries 1996. Policy Options Paper - The use of Greywater, January. Standards Australia AS 1547-1994 Disposal Systems for Effluent from Domestic Premises. Standards Australia AS 1546-1990 Small Septic Tanks. Tchobanoglous, G. 1991. Wastewater Engineering - Treatment, Disposal and Reuse McGraw-Hill Publishing, New York.     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(???(8||%-7?(/@('?( % " *0@; xp@ p 0p~?<I >8"`0|D#À@:? <8 `?-?0  ?? 0&x 008cx 2oxa 3C@ plpF,6001C 0!A  !` 06`0`<3 8 !! a ` 070 `BfH BC@@` 08p@0 0 0@ `1>'6 @001 a a` A  1c?8`H`@ 0w 1c0:0B0!`~`` 107! !3 @` 10)  ` 1`0&@@  1c0!@  1?0ǀ ?|0l`t 0l `o `o 0l1` a  `   0 0                     0  ObjInfo_958387273 Fo5(o5(Ole PIC  LMETA PICT   CompObj!^ObjInfo#Times New Roman- !Total !annual !nitrogen7!loadZ !Annual ! application'!rateV- l   ' & 'odxpr  o"o currentpoint ",Times .+Total)annual)nitrogen)#load( Annual) application)/rate" jU/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 3552 div 832 3 -1 roll exch div scale currentpoint translate 64 60 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 337 moveto 3429 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Italic f1 (Total) 22 219 sh (annual) 755 219 sh (nitrogen) 1700 219 sh (load) 2823 219 sh (Annual) 228 665 sh (application) 1211 665 sh (rate) 2712 665 sh end MTsave restore dMATH. TotalannualnitrogenloadAnnualapplicationratese FMicrosoft Equation 3.0DN Equation.39q TotalannualnitrogenloadAnnualapplicationrateEquation Native $_958387272 Fo5(o5(Ole (PIC )LLp |p ~I h  S .  & Times New Roman-!99Times New Roman-!kgTimes New Roman-!/META +PICT @KCompObjV^ObjInfoXTimes New Roman-!d!x%Times New Roman-!365+Times New Roman-!d<Times New Roman-!/CTimes New Roman-!yrHTimes New Roman-!300Times New Roman-!kgTimes New Roman-!/*Times New Roman-!ha/Times New Roman-!.9Times New Roman-!yr<- P   ' & 'KSdxpr  S"S currentpoint ",Times .+99) kg) /)d)x)365)d)/)yr(300)kg) /)ha) .)yr" N/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 2656 div 832 3 -1 roll exch div scale currentpoint translate 64 59 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 338 moveto 2557 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Roman f1 (99) 23 220 sh (365) 1337 220 sh (300) 414 666 sh 320 /Times-Italic f1 (kg) 389 220 sh (d) 904 220 sh (x) 1143 220 sh (d) 1857 220 sh (yr) 2258 220 sh (kg) 945 666 sh (ha) 1457 666 sh (yr) 1861 666 sh 320 /Times-Roman f1 (/) 748 220 sh (/) 2090 220 sh (/) 1304 666 sh (.) 1771 666 sh end MTsave restore dxMATHl 99kg/dx365d/yr300kg/ha.yrnt FMicrosoft Equation 3.0DN Equation.39ql 99kg/dx365d/yr300kg/ha.yrL; D; vI    ` .Equation Native Y_958387271Fo5(o5(Ole \PIC ]LMETA _HPICT qDCompObj^ObjInfo   & Times New Roman-!3000 Times New Romano-!m Times New Roman-!3Times New Romano-!/ &Times New Roman-!d *!x 2Times New Romano-!365 8Times New Roman-!d HTimes New Romano-!/ OTimes New Roman-!yr UTimes New Romano-!120!..!50Times New Roman-!ha6-]   ' & '*SymbolInsufficient disk space tmSymbD`dxpr  `"` currentpoint ",Times .+ 3000)m (3 +/)d)x)365)d)/)yr(120).)5)ha" [/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 3072 div 928 3 -1 roll exch div scale currentpoint translate 64 41 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 420 moveto 2961 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Roman f1 (3000) 18 294 sh (365) 1741 294 sh (120) 929 756 sh (5) 1489 756 sh 224 ns (3) 957 152 sh 320 /Times-Italic f1 (m) 711 294 sh (d) 1308 294 sh (x) 1547 294 sh (d) 2261 294 sh (yr) 2662 294 sh (ha) 1686 756 sh 320 /Times-Roman f1 (/) 1152 294 sh (/) 2494 294 sh (.) 1409 756 sh end MTsave restore d|MATHp^ 3000m 3 /dx365d/yr120.5hain FMicrosoft Equation 3.0DN Equation.39qp 3000m 3 /dx365d/yr120.5haLpEquation Native _958387270)#Fo5(o5(Ole PIC "%LMETA PICT $'zCompObj^ObjInfo&(nI =  l .  & Times New Roman-!(!3Times New Roman-!x Times New Roman-!250!)!Times New Roman-!kg&Times New Roman-!/1Times New Roman-!d6!x>Times New Roman-!365DTimes New Roman-!dTTimes New Roman-!/[Times New Roman-!yr`Times New Roman-!120$!.3!56Times New Roman-!ha<- i   ' & 'ClearBreak<00>Prnt ScrnNum LockNuzldxpr  l"l currentpoint ",Times .+()3)x)250)))kg) /)d)x)365)d)/)yr($120).)5)ha" g/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 3456 div 864 3 -1 roll exch div scale currentpoint translate 64 51 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 346 moveto 3337 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Roman f1 (\() 17 220 sh (\)) 1020 220 sh (/) 1528 220 sh (/) 2870 220 sh (.) 1597 682 sh 320 /Times-Roman f1 (3) 124 220 sh (250) 533 220 sh (365) 2117 220 sh (120) 1117 682 sh (5) 1677 682 sh 320 /Times-Italic f1 (x) 334 220 sh (kg) 1169 220 sh (d) 1684 220 sh (x) 1923 220 sh (d) 2637 220 sh (yr) 3038 220 sh (ha) 1874 682 sh end MTsave restore dMATHu (3x250)kg/dx365d/yr120.5hara FMicrosoft Equation 3.0DN Equation.39qu (3x250)kg/dx365d/yr120.5haEquation Native _9583872671+Fo5(o5(Ole PIC *-LLg g fI   Z .  & Times New Roman$- !Total !daily!BOD/!loadE !Total !filter !volume5- W   ' & META PICT ,/CompObj^ObjInfo.0'Zdxpr  Z"Z currentpoint ",Times .+Total)daily)BOD)load(Total)filter)volume" UJ/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 2880 div 864 3 -1 roll exch div scale currentpoint translate 64 52 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 345 moveto 2754 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Italic f1 (Total) 22 219 sh (daily) 755 219 sh (BOD) 1457 219 sh (load) 2148 219 sh (Total) 186 681 sh (filter) 970 681 sh (volume) 1646 681 sh end MTsave restore dMATH$ TotaldailyBODloadTotalfiltervolumens FMicrosoft Equation 3.0DN Equation.39q TotaldaEquation Native _9583872663Fo5(o5(Ole PIC 25LilyBODloadTotalfiltervolumeL 0 ^I   e .  & Times New Roman -!( !3META HPICT 47CompObj^ObjInfo68  Times New Roman-!xTimes New Roman -!250!))Times New Roman-!kg.!BOD9Times New Roman -!/OTimes New Roman-!dTTimes New Roman -!2Symbole-! Times New Roman -![Symbole-!pTimes New Roman -!40Symbole-!(!)(Times New Roman -!2+Times New Roman-!/2!47!]<Symbole-!ATimes New Roman-!2H!.M!5PTimes New Roman -!mVTimes New Roman-!3^- b   ' & 'edxpr  e"e     "#&()*+,-/0123456789:;<=>?@BEFIKLMNOPQRSTUVWXYZ[\]^_`abdefghijklmnopqrstuvwxyz{|}~ currentpoint ",Times .+ ()3)x)250)))kg) BOD)/)d(2, Symbol))[)p) 40  (()) (+2 +/)4)]))2).)5)m (^3" `z/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 3232 div 896 3 -1 roll exch div scale currentpoint translate 64 51 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 346 moveto 3105 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Roman f1 (\() 272 220 sh (\)) 1275 220 sh (/) 2495 220 sh ([) 472 705 sh (/) 1542 705 sh (]) 1864 705 sh (.) 2418 705 sh 320 /Times-Roman f1 (3) 379 220 sh (250) 788 220 sh (2) 23 705 sh (40) 896 705 sh (4) 1699 705 sh (2) 2258 705 sh (5) 2498 705 sh 224 ns (2) 1337 546 sh (3) 2945 563 sh 320 /Times-Italic f1 (x) 589 220 sh (kg) 1424 220 sh (BOD) 1788 220 sh (d) 2651 220 sh (m) 2699 705 sh 320 /Symbol f1 (\264) 266 705 sh /f3 {ff 3 -1 roll .001 mul 3 -1 roll .001 mul matrix scale makefont dup /cf exch def sf} def 320 1000 1209 /Symbol f3 (\() 779 716 sh (\)) 1223 716 sh 320 /Symbol f1 (\264) 2033 705 sh /f2 {ff matrix dup 2 .22 put makefont dup /cf exch def sf} def 320 /Symbol f2 (p) 571 705 sh end MTsave restore dMATHe (3x250)kgBOD/d2[p40() 2 /4]2.5m 3du FMicrosoft Equation 3.0DN Equation.39q (3x250)kgBOD/d2[p40() 2 /4]2.5m 3L , FI   O .Equation Native !_958387265Y!;Fo5(o5(Ole $PIC :=%LMETA 'PICT <?.CompObjA^ObjInfo>@C  & Times New Roman9- !Total !daily!flow6 !Filter !surface!area:- L   ' & 'A'N(w2́~.*Odxpr  O"O currentpoint ",Times .+Total)daily)flow(Filter)surface)area" J8/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 2528 div 864 3 -1 roll exch div scale currentpoint translate 64 52 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 345 moveto 2420 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Italic f1 (Total) 196 219 sh (daily) 929 219 sh (flow) 1670 219 sh (Filter) 37 681 sh (surface) 822 681 sh (area) 1811 681 sh end MTsave restore dMATH{!V TotaldailyflowFiltersurfaceareate FMicrosoft Equation 3.0DN Equation.39q{ TotaldailyflowFiltersurfaceareaEquation Native D_958387263CFo5(o5(Ole GPIC BEHLL3 "X3 ">I   J .  & Times New Roman-!( !3 Times New Roman-!x Times New Roman-!10 Times New RomanMETA JPICT DGcCompObj^ObjInfoFH-!3!Times New Roman-!) &Times New Roman-!m *Times New Roman-!32Times New Roman-!/ 8Times New Roman-!d =Times New Roman-!2Symbole-! Symbole-!pTimes New Roman-!40Symbole-!(!)&Times New Roman-!2)Times New Roman-!/0!45Times New Roman-!m;Times New Roman-!2C-G   ' & 'Jdxpr  J"J currentpoint ",Times .+ ()3)x)10 (!3 +))m (23 +/)d(2, Symbol))p) 40  (()) ()2 +/)4)m (C2" E/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 2368 div 960 3 -1 roll exch div scale currentpoint translate 64 41 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 420 moveto 2271 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Roman f1 (\() 187 294 sh (\)) 1155 294 sh (/) 1747 294 sh (/) 1483 779 sh 320 /Times-Roman f1 (3) 294 294 sh (10) 677 294 sh (2) 23 779 sh (40) 837 779 sh (4) 1640 779 sh 224 ns (3) 1012 152 sh (3) 1552 152 sh (2) 1278 620 sh (2) 2101 637 sh 320 /Times-Italic f1 (x) 504 294 sh (m) 1306 294 sh (d) 1903 294 sh (m) 1852 779 sh 320 /Symbol f1 (\264) 266 779 sh /f3 {ff 3 -1 roll .001 mul 3 -1 roll .001 mul matrix scale makefont dup /cf exch def sf} def 320 1000 1209 /Symbol f3 (\() 720 790 sh (\)) 1164 790 sh /f2 {ff matrix dup 2 .22 put makefont dup /cf exch def sf} def 320 /Symbol f2 (p) 512 779 sh end MTsave restore dMATH (3x10 3 )m 3 /d2p40() 2 /4m 2ic FMicrosoft Equation 3.0DN Equation.39q (3x10 3 )m 3 /d2p40() 2 /4m 2L4Equation Native _958387262QAKFo5(o5(Ole PIC JML4    - .  & Times New Roman~ -!BOD!load!Disc!area- *   R' & ' ' -dxpr  -"-META hPICT LO CompObj^ObjInfoNP currentpoint ",Times .+BOD)load(Disc)area" ( /MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 1440 div 864 3 -1 roll exch div scale currentpoint translate 64 52 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 345 moveto 1337 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Italic f1 (BOD) 40 219 sh (load) 731 219 sh (Disc) 65 681 sh (area) 702 681 sh end MTsave restore dQMATHE BODloadDiscarea d FMicrosoft Equation 3.0DN Equation.39qE BODloadDiscareaLOrEquation Native a_958387261SFo5(o5(Ole PIC RULMETA HPICT TWCompObj^ObjInfoVXOrI    .  & Times New Roman }-!15!1257-    (' & '1dxpr  " currentpoint ",Times .+15(1257" /MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 768 div 800 3 -1 roll exch div scale currentpoint translate 64 51 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 346 moveto 652 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Roman f1 (15) 159 220 sh (1257) -3 682 sh end MTsave restore d0MATH$ 151257-1 FMicrosoft Equation 3.0DN Equation.39qEquation Native @_958387260iI[Fo5(o5(Ole PIC Z]L$ 151257LNI     .  & Times New Roman-!V!Q-   META HPICT \_CompObj^ObjInfo^`' & '9݉T4 dxpr   " currentpoint ",Times .+V*Q" /MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 384 div 832 3 -1 roll exch div scale currentpoint translate 64 53 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 344 moveto 268 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Italic f1 (V) 22 218 sh (Q) 19 680 sh end MTsave restore d$MATH VQre FMicrosoft Equation 3.0DN Equation.39q VQLrLEquation Native 4_958387258cFo5(o5(Ole PIC beLMETA PICT dgnCompObj^ObjInfofhr6I k  7 .  & Times New Roman-!2Times New Roman-!x Times New Roman-!20Times New Roman-!xTimes New Roman-!6"Times New Roman-!x)Times New Roman-!4/!2500- 4   f' & ' ``n7dxpr  7"7 currentpoint ",Times .+2)x)20) x)6)x)4(2500" 2V/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 1760 div 800 3 -1 roll exch div scale currentpoint translate 64 53 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 344 moveto 1639 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Roman f1 (2) 23 218 sh (20) 447 218 sh (6) 1029 218 sh (4) 1456 218 sh (2500) 499 680 sh 320 /Times-Italic f1 (x) 248 218 sh (x) 832 218 sh (x) 1251 218 sh end MTsave restore dTMATHH  2x20x6x42500v  FMicrosoft Equation 3.0DN       !"#$%'*+.0123456789:;<=>?@BCDEFGHIJKLMNOPQRSTUVX[\_abcdefghijkmnopqrstuvwxyz{|}~Equation.39qH 2x20x6x42500L  .I A  [ .Equation Native d_958387257yakFo5(o5(Ole PIC jmLMETA PICT loCompObj&^ObjInfonp(  & Times New Roman-!Mass!BOD!load0Times New Roman-!/DTimes New Roman-!dayI !AerationTimes New Roman-!tan'Times New Roman-!k5 !volume<- X   ' & 'BTDX[dxpr  ["[ currentpoint ",Times .+Mass)BOD)load)/)day(Aeration)$tan)k)volume" V{/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 2912 div 864 3 -1 roll exch div scale currentpoint translate 64 52 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 345 moveto 2806 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Italic f1 (Mass) 66 219 sh (BOD) 805 219 sh (load) 1496 219 sh (day) 2293 219 sh (Aeration) 46 681 sh (k) 1658 681 sh (volume) 1862 681 sh 320 /Times-Roman f1 (/) 2137 219 sh (tan) 1213 681 sh end MTsave restore dMATH" MassBODload/dayAerationtankvolume52 FMicrosoft Equation 3.0DN Equation.39q MassBODload/dayAerationtankvolumeL &I   z .Equation Native )_958387256sFo5(o5(Ole ,PIC ru-LMETA /HPICT twAZCompObjW^ObjInfovxY  & Times New Roman-!2!.!5 Times New Roman-!MLTimes New Roman-!/ Times New Roman-!d%!x,Times New Roman-!3002Times New Roman-!kgC!BODNTimes New Roman-!/eTimes New Roman-!MLjTimes New Roman-!960/Times New Roman-!m?Times New Roman-!3G- w   ' & 'Zzdxpr  z"z currentpoint ",Times .+2).)5)ML)/)d)x)300)kg) BOD)/)ML(/960)m (G3" u/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 3904 div 864 3 -1 roll exch div scale currentpoint translate 64 51 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 346 moveto 3805 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Roman f1 (2) 23 220 sh (5) 263 220 sh (300) 1567 220 sh (960) 1444 688 sh 224 ns (3) 2223 546 sh 320 /Times-Roman f1 (.) 183 220 sh (/) 978 220 sh (/) 3169 220 sh 320 /Times-Italic f1 (ML) 474 220 sh (d) 1134 220 sh (x) 1373 220 sh (kg) 2098 220 sh (BOD) 2462 220 sh (ML) 3336 220 sh (m) 1977 688 sh end MTsave restore dMATHu 2.5ML/dx300kgBOD/ML960m 3ra FMicrosoft Equation 3.0DN Equation.39qu 2.5ML/dx300kgBOD/ML960m 3L Equation Native Z_958387254q{Fo5(o5(Ole ]PIC z}^LMETA `PICT |l+CompObj^ObjInfo~I P   .  & Times New Roman-!Mass!BOD,!loadBTimes New Roman-!/VTimes New Roman-!day[!Mass !MLVSS!in9 !aerationBTimes New Roman-!tanfTimes New Roman-!kst- |   ' & '+dxpr  " currentpoint ",Times .+Mass)BOD)load)/)day(Mass)MLVSS)in) aeration)$tan)ks" z/MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 4064 div 864 3 -1 roll exch div scale currentpoint translate 64 52 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 345 moveto 3946 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Italic f1 (Mass) 636 219 sh (BOD) 1375 219 sh (load) 2066 219 sh (day) 2863 219 sh (Mass) 39 681 sh (MLVSS) 777 681 sh (in) 1780 681 sh (aeration) 2078 681 sh (ks) 3655 681 sh 320 /Times-Roman f1 (/) 2707 219 sh (tan) 3210 681 sh end MTsave restore dMATH)U MassBODload/dayMassMLVSSinaerationtanksf  FMicrosoft Equation 3.0DN Equation.39q MassBODload/dayMassMLVSSinaerationtanksEquation Native _958387253Fo5(o5(Ole PIC L %q  !"#$%&'()*+,-./0123456789:;<=>?@ABCDEFGHIJKLMNOPQRSTUVWXYZ[\]^_`abcdefghijklmnopqrstuvwxyz{|}~L I d  | .  & Times New Roman-!750Times New Roman-!kg,!BOD7Times New Roman-!/MTimes New RomanMETA PICT CompObj^ObjInfo-!dayRTimes New Roman-!960Times New Roman-!mTimes New Roman-!3Times New Roman-!x!Times New Roman-!('!2000*!/@!1000D!)XTimes New Roman-!kg]Times New Roman-!/hTimes New Roman-!mmTimes New Roman-!3u- y   ' & '|dxpr  |"| currentpoint ",Times .+750)kg) BOD)/)day(960)m (3 +x)()2000)/)1000)))kg) /)m (u3" w /MTsave save def 40 dict begin currentpoint 3 -1 roll sub neg 3 1 roll sub 3968 div 864 3 -1 roll exch div scale currentpoint translate 64 51 translate /thick 0 def /th { dup setlinewidth /thick exch def } def 16 th 0 346 moveto 3850 0 rlineto stroke /cat { dup length 2 index length add string dup dup 5 -1 roll exch copy length 4 -1 roll putinterval } def /ff { dup FontDirectory exch known not { dup dup length string cvs (|______) exch cat dup FontDirectory exch known {exch} if pop } if findfont } def /fs 0 def /cf 0 def /sf {exch dup /fs exch def dup neg matrix scale makefont setfont} def /f1 {ff dup /cf exch def sf} def /ns {cf sf} def /sh {moveto show} def 320 /Times-Roman f1 (750) 816 220 sh (960) 23 688 sh (2000) 1308 688 sh (1000) 2132 688 sh 224 ns (3) 802 546 sh (3) 3690 546 sh 320 /Times-Italic f1 (kg) 1347 220 sh (BOD) 1711 220 sh (day) 2574 220 sh (m) 556 688 sh (x) 1003 688 sh (kg) 2928 688 sh (m) 3444 688 sh 320 /Times-Roman f1 (/) 2418 220 sh (\() 1196 688 sh (/) 2007 688 sh (\)) 2779 688 sh (/) 3287 688 sh end MTsave restore dMATH  750kgBOD/day960m 3 x(2000/1000)kg/m 3 d FMicrosoft Equation 3.0DN Equation.39q 750kgBOD/day960m 3 x(2000/1000)kg/m 3T%5(T"pEquation Native _958387252 Fo5(o5(PIC TMETA  D     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