Basic terms and concepts of biological treatment

Basic terms and concepts of biological treatment.

Extended aeration.

Extended aeration should be understood as the process of complete biological oxidation (complete biological treatment) in the presence of dissolved oxygen. When conducting extended aeration, one of the basic laws of engineering chemistry must be observed – the process must continue for as long as possible. Only in this case will the reaction products contain a minimum amount of impurities. In our case, the reaction products are water, carbon dioxide and nitrogen.

The duration of extended aeration is determined by the following formula:

t_a = (L_in – L_out) / ρ (1 – S) a, h/time where:

L_in – L_out– The difference between the values ​​of BOC_total (Biological oxygen consumption) at the inlet and outlet of the aeration tank, mg O₂/l;

ρ – The specific rate of complete oxidation of organic substances by one gram of activated sludge (based on ash-free matter), mg BOC_total/1g*h);

(For a bioreactor designed for extended aeration and complete oxidation of organic matter, it is taken equal to 6.0 mg BOC_total/1g*h or 6.0 g BOC_total/1kg*h);

a – Concentration of microorganisms, (dose of activated sludge), g/l or kg/m³. (For aeration tanks with free-floating activated sludge, its dose is taken within 1.5 – 2.5 g/l. For bioreactors with floating polymer loading, the recommended dose of sludge is 2.5 – 3.5 g/l.

S – Ash content of biomass (usually taken equal to 0.3 – 0.35 or 30 – 35%).

Bioreactor volume

The bioreactor volume is determined by the formula:

W_a = Q_h * t_a, m³

So, for wastewater treatment plants with a capacity of 24 m³/day (Q_h = 1 m³/hour), with the amount of pollution coming from one person in terms of BOC_total 75 g/(day*person) (according to DBN V.2.5-75-2013 ) and the wastewater discharge rate of 0.2 m³/(day*person), with the permissible value of BOC_total at the outlet of the wastewater treatment plants 20 mgO₂/l, the required aeration time will be:

t_a = (75 / 0.2 – 20) / (6 x 2.5 (1 – 0.35)) = 36.4 hours.

Then, the required volume of the aeration tank will be:

Then, the required volume of the aeration tank will be:

W_a = 1 x 36.4 = 36.4 m³

Note:

Real data on the concentration of suspended solids, ammonium nitrogen and the value of BOC (Biological oxygen consumption) in wastewater entering such treatment plants indicate a significant overestimation of the daily norms given in DBN V.2.5-75-2013. In other words, the actual amount of incoming suspended solids and BOD is 1.5 – 2.0 times lower than the established norms. This indicates that the real purification effect will be somewhat higher than the calculated one. The norms specified in DBN are rather the maximum possible. Speaking about MOS, one should also take into account the slowing effect on the rate of oxidation of pollutants of possible volley discharges of detergents (SPAR), disinfectants and other xenobiotics. At the same time, the smaller the inflow of wastewater, the more noticeable the impact of xenobiotics on the biological treatment process. Thus, the calculation of treatment facilities, in order to prevent the passage of pollutants, should be carried out based on these data.

Increase and removal of excess activated sludge.

Increase of activated sludge is an important parameter of the operation of treatment facilities and means the entire mass of waste products of bacteria and other pollutants introduced with wastewater (mineral (insoluble) part of suspended solids and difficultly oxidizable organics), no longer susceptible to biological oxidation, which as a result of reproduction.

Increase of activated sludge is determined by the following formula:

Pr = ((1- ∆)(C_in – C_out)+ ∆pr (L_in – L_out) · Q_dav  = g/day;

Where:

L_in – L_out – Total BOC value at the inlet and outlet, mgO₂/l;

C_in – S_out – Concentration of suspended solids at the inlet and outlet, mg/l;

∆ – The fraction of organic impurities of suspended solids that are subject to hydrolysis;

∆_pr – The mineralized fraction increases bacterial biomass;

The value of the sludge growth rate indicates that during the day the mass of activated sludge in the treatment plants will increase by the value found. In this case, it is this amount of sludge that must be removed from the bioreactor and is called excess activated sludge. Excess activated sludge must be removed regularly and properly, since at a higher concentration of activated sludge (with insufficient removal), secondary pollution of the wastewater being treated will occur, and at a lower concentration of sludge (with removal of sludge greater than the mass of its increase) – the system will be unable to cope with the purification of incoming pollutants.

With continued aeration and the use of spatial succession of hydrobionts attached to the polymer loading, when the hydrobionts of the next stage of purification feed on microorganisms of the previous one, it is possible to achieve very impressive results:
In terms of 1 person in treatment facilities of this type, 2 – 4 g/day or 0.1 – 0.2 l/day of gravitationally compacted excess activated sludge (at a humidity of 98%). In the presence of a sludge compactor, the humidity of the sludge can be reduced to 96%. Then, accordingly, the volume of sludge will decrease to 0.05 – 0.1 l/(day*person).

The volume of excess sludge formed at treatment plants using the classical scheme is:

40 – 70 g / (day*person) or 2 – 3.5 l / (day*person).

Increase in activated sludge in a PLATON type WWTP

The volume of excess sludge at a PLATON type WWTP with a capacity of 100 m³/day with an equivalent population of 500 people will be 25 – 50 l/day, and at treatment plants of the same capacity using the classical scheme scheme, 1000 – 1750 l/day of sludge will be formed. If there is an aerobic stabilizer in the standard scheme, which occupies a volume that ensures the sludge to stay for 7 -10 days, namely 10 – 15 m³ (10-15% of the volume of the aeration tank), the amount of sediment will decrease to 500 – 875 l/day. And no less. See table:

🔹With PLATON technology, you can do without sludge platforms altogether and, having a sludge storage volume of 3–4 m³ (2-3% of the volume of the aeration tank), remove sludge with a sewage treatment plant once every 2-3 months, 1 machine.

🔹When building classical treatment plants, it makes sense to think about building sludge platforms or installing a mechanical sludge dewatering unit.

Treatment plants using PLATON technology are also built with an increased aeration tank volume of 2.5–3 times compared to the classical scheme and are equipped with a polymer loading. This leads to savings in the area occupied by treatment facilities and reduced operating costs.

Sludge age.

Activated sludge microorganisms have their own life cycle. As a result of exchange processes with the environment and intracellular metabolism, microorganisms grow and develop – the renewal of cellular matter and, as the cell ages, its chemical composition changes, for example, the water content decreases. Thus, we can talk about “young” and “old” activated sludge. The age of the sludge is determined by the time the activated sludge stays in the aeration tank until it is removed as excess sludge. It is defined as the ratio of the mass of activated sludge in the bioreactor to the daily mass of excess activated sludge.

The age of the sludge determines its physiological state and significantly affects the intensity of the oxidation processes, sludge precipitation, nitrogen and phosphorus assimilation by sludge microorganisms, nitrification of ammonium nitrogen and denitrification. Maintaining the age of the sludge in a certain range allows you to ensure optimal conditions for biomass development to achieve the set technological parameters of the removal and oxidation of organic pollutants from wastewater entering the aeration facility. This task is solved by maintaining the optimal amount of biomass at each stage of the bioreactor by removing the biomass growth from it and ensuring the appropriate duration of its contact with pollutants.

“Swelling” of activated sludge.

When “sick” for some reason, the sludge becomes depressed, bacteria practically cease to oxidize pollutants and begin to sorb them, the volume of activated sludge increases sharply (the sludge “swells”), which leads to a violation of the purification process.

The following reasons can lead to this phenomenon:

• 🔹 Incoming organics to wastewater treatment in quantities exceeding the design (activated sludge does not have time to oxidize incoming pollutants);
• 🔹 Discharge of petroleum products, fats and SPAR to wastewater treatment in quantities exceeding the MPC (while activated sludge flakes are coated with a film that prevents oxygen from reaching activated sludge bacteria);
• 🔹 Discharge of wastewater containing substances toxic to activated sludge bacteria in quantities exceeding the MPC for admission to urban sewerage networks;
• 🔹 Discharge of wastewater with a temperature below +5 degrees;
• 🔹 pH exceeding 6.5-8.5, increased concentration of Cl- salts (more than 350 mg/l) and etc.

It is impossible to arrange large storage tanks without aeration in front of the MOS, because an anaerobic process will take place there with the release of hydrogen sulfide, which has an inhibitory effect on the bacteria of the activated sludge MOS.

Biological removal of nitrogen and phosphorus.

One ​​of the main pollutants of wastewater is nitrogen and phosphorus. When treating wastewater, it is necessary to create conditions for their biological removal. To do this, it is necessary to ensure the alternation of anoxic and oxic conditions in the MOS zones, with an activated sludge age of more than 25 days.

Nitrogen removal

It is necessary to provide for 2-stage nitrification and denitrification, given the complexity of these processes and the sharply changing concentrations of ammonium nitrogen and easily oxidizable organics in wastewater, that are entering the treatment.

For example, if there is a large amount of ammonium nitrogen, it will be oxidized to nitrites, and then to nitrates. If there is not a sufficient amount of easily oxidizable organic matter, the denitrification process will not be complete, and the required nitrogen indicators will not be provided at the output. If the installation has several treatment zones with multi-circuit reverse recirculation of activated sludge, then: firstly, nitrification proceeds well, since it begins after the oxidation of the main part of the organic matter, which cannot be carried out in one aeration tank, and secondly – nitrites with nitrates are early or will encounter organic matter late, which is easily oxidized in conditions of oxygen deficiency to undergo denitrification.

Phosphorus Removal

Phosphorus removal occurs mainly through the removal of excess activated sludge, in which it is accumulated by PP-bacteria. Conventional activated sludge contains 1.5-2% phosphorus, and in sludge periodically exposed to oxygen and anoxic conditions, phosphorus accumulates in large quantities (6-8%) by PP-bacteria. Excess activated sludge must be removed automatically from the aerobic zone, since phosphorus accumulated by PP-bacteria in the aerobic zone, when exposed to anoxic conditions, is converted to a dissolved state.

Load on activated sludge.

Load on activated sludge is another important parameter of the operation of treatment plants. It is defined as the ratio of the mass of BOC removed (L_in – L_out) * Q_add to the mass of activated sludge in the system (a · W).When loading the activated sludge up to 150 mg BOC (Biological oxygen consumption) per 1 g of ashless activated sludge substance per day, the bioreactor can be classified as a lightly loaded type. Bioreactors of this type are characterized by minimal increase in activated sludge, high and stable purification effect under pulsating loads. Effluent treatment in such bioreactors is accompanied by nitro-denitrification processes. Sedimentation characteristics of the sludge are good (hydraulic size is high (1.4 – 1.8 mm/sec), sludge index is low (70 – 90 ml/g)).
The sludge index is the volume of water that contains 1 g of dry sludge.

Prolonged aeration with cyclic aeration and mixing processes in reactors.

With prolonged aeration with alternating aeration and mixing in reactors at an age of activated sludge of more than 30 days, facultative microorganisms develop, which actively participate in the purification processes, both in oxygenic and anaerobic conditions. Thanks to this, the amount of aerobic sludge in the system increases, nitrifying and denitrifying bacteria are cultivated – as a result, nitrogen and partially phosphorus are effectively removed biologically. In other words, one of the solutions for optimizing the purification process can be become a scheme with sequentially placed SBR reactors. However, this scheme, for its implementation, requires a complex and flexible control algorithm, a large number of level sensors and control elements (valves). In our realities, it is not always possible to adequately adjust the cleaning mode of OSs that operate according to such a scheme. An example of this is periodic failures in the operation of such “thought-out” and “correct” OSs as “Biotal”.

Distinctive features. Design and operation issues.

PLATON technology.

Purification of small volumes of wastewater is becoming increasingly important. Today, the construction of relatively small (compared to the scale of development in the 70s of the last century) housing complexes, cottage towns, restaurant and hotel complexes, etc. is quite common. These facilities are usually located outside the urban development and, as a result, are removed from the existing city sewerage networks at a distance sufficient to form the technical specifications for the construction of local treatment facilities.

This article will discuss Small wastewater treatment plants with a capacity of 10 to 1000 m³/day.

In Europe, Small wastewater treatment plants are quite widespread, while the treatment rates for small volumes of wastewater are significantly lower than in Ukraine. It is enough to look at the comparative table of permissible concentrations of the main pollutants contained in purified wastewater.

* The data provided in column 2 are valid for treatment facilities receiving wastewater from facilities with an equivalent population of 2,000 to 10,000 people, as well as for those cases where treated wastewater is discharged into water bodies not subject to eutrophication.

** Resolution of the Cabinet of Ministers of Ukraine dated March 25, 1999 No. 465 “On the approval of the rules for the protection of surface waters from pollution by backwaters”, paragraph 19

*** The values ​​are approximate, since the standardization of the MAC of these indicators is carried out by local authorities authorized to issue permits for special water use. (Resolution of the Cabinet of Ministers of Ukraine dated March 25, 1999 No. 465 paragraph 19)

As can be seen from the table, the requirements for wastewater treatment in Ukraine have remained high since the Soviet era, regardless of the volume of wastewater being treated. It should be added that the cost of treatment facilities is quadratically dependent on the treatment effect. In other words, the price of a MWTP with an 85% treatment effect will be 2-2.5 times less than a MWTP with a 95% effect. In today’s conditions, this state of affairs rather forces us to look for “other ways” of wastewater disposal. The situation with existing treatment facilities is no less depressing. There are no official statistics on the discharge of untreated wastewater from small settlements. Having experience of numerous trips to small towns and villages in Ukraine, I can safely assume that, according to the most favorable estimate, more than 80% of wastewater is discharged either insufficiently treated or without any treatment at all. By “insufficiently treated wastewater” we should understand that wastewater passes through treatment facilities in transit. At best, only settling tanks work. It should also be noted that the smaller the settlement, the greater the likelihood of untreated wastewater discharge.

This can be partly explained by the fact that the last 25 years can be called a period of destruction of the public utility infrastructure. The worst luck was suffered by sewage treatment plants. If it is very difficult to live without water and electricity, then without treatment facilities, if you frown a little, it is possible. If only the sewer collector was longer and worked properly. Everything that was once created is in a state of emergency and continues to deteriorate.
There

There are many reasons for this situation, including the following:

• 🔹 In pursuit of versatility and speed, so characteristic of the socialist planned economy, treatment facilities were often built poorly and from poor-quality materials (ferrous metal, “low-cement” concrete, fragile asbestos-cement or cast iron pipes);</>
• 🔹 The smaller the settlement, the higher the specific cost of cleaning 1 m³ of wastewater.
• 🔹 Due to the constant restraint on the growth of utility tariffs and the meagerness of the local budget of small towns and villages, it is very difficult and expensive to operate such a complex facility as treatment facilities built according to a standard design from the 70s.

As a result, the following picture is observed:

Disconnected air blowers and sludge pumps (often without electric motors, which have found other uses), crumbling concrete of settling tanks and aeration tanks, rotten sludge pipes and aeration systems, unpleasant odor (since the facilities have turned into a chain of ordinary septic tanks).
Services have been stopped altogether, personnel has been reduced. Sometimes you can meet a duty “operator”-guard. “Understanding the situation”, the controlling services simply turn a blind eye. If yesterday major repairs and reconstruction of treatment facilities were considered an urgent problem, today, in most cases, it will be cheaper to build new ones.

The technology of cleaning small volumes of wastewater in the Soviet Union developed poorly, since scientific and design institutes worked mainly on large treatment facilities, small treatment facilities were rather a rarity. Until recently, the main solution for the disposal of small volumes of wastewater was a septic tank with drainage. Geometric reduction of large treatment facilities turned out to be an unacceptable solution. A fundamentally new approach is needed to create MTPs that provide the required high purification rates. Today, since demand creates supply, the market offers a rich palette of technological and design solutions for wastewater treatment and disposal. The variety of quality of the resulting product (treated wastewater) is equally rich.

When choosing a treatment facility, the customer takes into account the following factors:

• 🔹 price;
• 🔹 warranty period;
• 🔹 cost of maintenance;
• 🔹 operating costs (electricity, wages, etc.).

In this case, the customer must understand that the quality and stability of wastewater treatment indicators are of primary importance, and this cannot be achieved in primitive MWTPs.

The main problems and distinctive features of small-volume wastewater treatment:

1. Fresh concentrated wastewater is supplied to small treatment facilities, in which the amount of organic matter, nitrogen and phosphorus does not correspond to the optimal ratio for the biological process – 100:5:1 (organic matter: nitrogen: phosphorus);
2. Possibility of a salvo inflow of wastewater. Sometimes up to 25% of the daily inflow can enter the facilities in a few minutes. The plant must accept a salvo discharge without carrying out activated sludge with purified wastewater;
3. Possibility of a long absence of wastewater inflow to the plant;
4. Possibility of a salvo discharge of a large amount of synthetic surfactants (SSAS) formed during washing;
5. Possibility of a salvo discharge to the plant of highly concentrated wastewater, for example from the kitchen, while the BOD of the incoming wastewater to the MTP can reach 2000 mg/l (5 times higher than the norm and even more);
6. Minimal involvement of service personnel. The cleaning process must be carried out automatically.

This is not a complete list of the problematic issues that need to be addressed when creating a technology for cleaning small volumes of wastewater. Large treatment facilities do not have such problems, since they receive a more or less uniform flow, averaged both by the flow rate of incoming wastewater and by the concentrations of contaminants contained in it. Averaging here occurs in the sewer networks during the movement of wastewater to the treatment facilities. Also, municipal wastewater is diluted with practically clean storm water and industrial wastewater, in which, as a rule, unlike domestic wastewater, nitrogen and phosphorus are present in small concentrations.

No municipal treatment facility is able to cope with such a concentration of surfactants, fats and disinfectant solutions that come with wastewater to small treatment facilities, for example, from a cottage when washing clothes, cooking or washing plumbing and floors.

The above complex conditions of wastewater treatment at small treatment facilities make it unacceptable to design them by analogy with large ones, especially by geometrically reducing them.

Taking into account the above differences between MWTP and municipal treatment facilities, and above all, the absence of constantly present personnel, small facilities, as a rule, are devoid of bulky mechanical cleaning units and sand traps. Often, mechanical cleaning grates are replaced by mesh containers, and sand traps (due to the insignificant volumes of incoming sand) are completely absent. Many MWTPs do not have primary settling tanks, which simplifies operation, but increases the load on aeration tanks (which many forget about when calculating biological treatment units).

Traditional scheme for cleaning domestic wastewater.

For further understanding of the design features of MWTP, it is necessary to imagine the classical (traditional) technology of cleaning domestic wastewater. There are several (in fact, very few) technological schemes for cleaning domestic wastewater.

The most common are:

1. Mechanical cleaning of solid waste on screens, rakes, etc.
2. Removal of sand in sand traps.
3. Clarification of wastewater by settling in primary settling tanks.
4. Biological treatment in the presence of free-floating activated sludge and dissolved oxygen in aeration tanks.
5. Separation of purified wastewater from activated sludge in secondary settling tanks.
6. Disinfection with active chlorine with 30-minute contact in contact tanks.

Often, especially at low-capacity treatment facilities, gravel biofilters can be found instead of aeration tanks. Here, activated sludge is a biofilm placed on the surface of the gravel load. Such facilities, as a rule, are subject to irreversible pollution and already in the 2nd year of life, the cleaning efficiency decreases sharply up to the appearance of secondary pollution. Resuming the operation of such biofilters is a very labor-intensive undertaking. Major repairs of such facilities become economically inexpedient.

Biological treatment remains common to all facilities, both small and large. In most cases, aerobic treatment with activated sludge (in the presence of dissolved oxygen) is used to clean domestic wastewater. Facilities in which aerobic biological treatment is carried out are called aeration tanks. Recently, for more complete removal of nitrates and phosphates, biological treatment facilities have become widespread, which have both aerobic zones, where air is supplied, and anaerobic zones, where air is not supplied. It is more correct to call such facilities bioreactors. But in both aeration tanks and bioreactors, the main treatment agent is activated sludge.

Activated sludge is a biocenosis of clusters (colonies) of bacteria and protozoa that participate in wastewater treatment.

Biological treatment of wastewater is carried out in order to remove organic matter from it, including nitrogen and phosphorus compounds.

Biological treatment process.

The biological treatment method is based on the ability of activated sludge to use pollutants as its food under certain conditions. Many microorganisms that make up the activated sludge of the bioreactor, being in the waste liquid, absorb pollutants into the cell, where they undergo biochemical transformations under the influence of enzymes. Often, preliminary treatment of pollutants with enzymes is carried out outside the cell.

In this case, organic and some types of inorganic pollutants are used by the bacterial cell in two directions:

1. Biological oxidation in the presence of oxygen to harmless products (carbon dioxide and water):

Organic matter + O₂ (in the presence of enzymes) ⇒ CO₂ + H₂O + Q

where Q is the released energy used by the cell to ensure its vital functions (movement, respiration, reproduction, etc.).

2. Synthesis of a new cell (reproduction):

Organic matter + N + P + Q (in the presence of enzymes) ⇒ NEW CELL

The intensity and depth of the processes depend on the qualitative composition of the activated sludge, the diversity of forms and types of microorganisms, their ability to adapt (adapt) to the specific composition of pollutants and the conditions of the process.

Process conditions.

• 🔹 compliance with maximum permissible concentrations of pollutants;
• 🔹 absence of substances toxic to microorganisms in the waste liquid;
• 🔹 sufficient amount of oxygen and intensity of aeration;
• 🔹 the temperature regime must be within certain limits;
• 🔹 the load on the sludge in terms of the amount of pollutants must be within certain limits (between the minimum and maximum permissible values);
• 🔹 the contact time of the sludge and the waste liquid must be no less than the calculated period;
• 🔹 the ratio of organic carbon, biogenic elements (nitrogen and phosphorus) and microelements (copper, iron, sulfur, etc.) must be within certain limits (between the minimum and maximum permissible values);

Activated sludge condition monitoring.

Microorganisms are an effective indicator for determining sludge quality. To carry out monitoring, a hydrobiological analysis of the water-sludge mixture is carried out using the microscopic method (studying the sludge biocenosis under a microscope). Structural features of the activated sludge biocenosis are determined, the organisms of which have the ability to respond (qualitative change and quantitative distribution of individual groups) to the composition and properties of the treated wastewater, as well as to life support conditions. The numerical predominance of a particular biocenosis component serves as an indicator of the stability and efficiency of the wastewater treatment process. This method allows you to determine deviations of microorganisms and changes in the species composition of the biocenosis from the normal state. Moreover, by the degree of such deviations, it is possible not only to determine the state of the biological treatment process and the reasons for its deviations from the norm, but also to predict the timing and prospects for changing its course.

Automation.

Automation of treatment is often considered redundant. Those who claim that automation of treatment processes at small treatment plants is not necessary, that automated installations are less reliable than simple installations, have a vague idea of ​​biological wastewater treatment. In fact, the concept of reliability of small treatment systems refers to the stability of the ongoing biological treatment processes, which are a necessary condition for the effective operation of the treatment system and the required indicators of wastewater treatment. The system must stably maintain all parameters of the biological process within the required limits, automatically switching to the required operating mode at the right time. And yet, it must be simple and understandable enough for the operating personnel.

Some “cheap” and “reliable” MTPs on the Ukrainian market.

As a rule, the big “secret” of their technologies is made, as a rule, by companies producing the most primitive MTPs. They understand that by describing their technology in detail on the website and in brochures, many will understand that such a system will not work. Small treatment facilities with a volume not exceeding the daily inflow of wastewater operate as flow-through ones, which leads to the discharge of activated sludge from the settling tank when wastewater enters the plant in a salvo. The required speed of the ascending flow, for effective settling in the secondary settling tank, should be calculated in fractions of a millimeter per second. And in such installations, for example – with a salvo flow of wastewater in the amount of 0.1 m³/min (emptying the bath), to a plant with a capacity of 1.5 m³/day, the speed of the ascending flow in the secondary settling tank will be more than 10 mm/second, which will lead to the removal of active sludge from the plant with subsequent failure of the drainage system. It is by unauthorized emissions from the plant of excess active sludge with purified wastewater that such systems “solve the issue” of removing excess active sludge. After this, of course, it can be argued, ignoring the well-known laws of nature, that excess sludge is not formed in such installations, or that it is enough to remove it once a year. In such installations, with an increase in the amount of incoming wastewater, the time of its processing decreases, which naturally affects the cleaning effect. These are some of the many problems of such “cheap, simple and reliable” wastewater treatment systems. It can be added that such installations are not that cheap, and if you add to this the excess consumption of electricity during the period of absence of wastewater flow to the installation and clogging (clogged) drainage area, then this cheapness can be “golden”.

When considering the issue of the possibility of using this or that system from a legal point of view, the manufacturers of many MOS present a Sanitary and Epidemiological Conclusion. However, if you read it carefully, it turns out that this conclusion is given that the installation itself complies with sanitary standards, but not the water it treats. And this is naturally correct, since according to the current legislation, a permit for the operation of treatment facilities can be issued only after they are put into operation, and environmental authorities will analyze the operation of the treatment facilities, take samples of purified water, conduct the appropriate tests and issue a conclusion on the compliance of these treatment facilities with the required standards. Naturally, it is necessary to first obtain approval for the project from all relevant authorities. In reality, there is only one installation, but the conditions for its operation are different everywhere. This permit is not required if the owner will discharge the treated water into a drainage ditch on his site. A discharge permit is required only if the owner of the treatment plant decides to discharge wastewater into surface water bodies of various purposes or onto the terrain, within the boundaries of a populated area or in reaction zones. But in this case, it is necessary to obtain permission from other local authorities (administration), and most importantly, neighbors on the site.