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UDC 628.35:66.081.63

Stepanov S. V.

Calculation of membrane surface in membrane bioreactors

Summary

On the basis of the foreign publications analysis membrane bioreactors and membranes used in them are considered. In pressure units with a remote membrane assembly the specific flow through the membrane (at 20°C) is 80–200 l/(h∙m²) at 20–500 kPa transmembrane pressure; whereas in the units with submerged membranes – 8–30 l/(h∙m²) at 10–60 kPa vacuum. The specific power consumption in bioreactors with pressure membranes is within the limits of 1.5–4 kW·h/m³; with submerged membranes – 0.5–0.7 kW·h/m³. The results of analyzing the equipment market showed that submerged membrane elements and modules have been used in 97–99% biomembrane units. The comparison of submerged membranes shows that modules made of hollow fiber membranes have higher specific surface (300–600 m²/m³) compared to flat ones (50–150 m²/m³). Hollow fiber membranes are characterized by lower cost, higher resistance to fouling and backwashing. Flat membranes have higher mechanical toughness and can be more easily replaced. The operation of membrane batch bioreactors, the use of osmotic membrane bioreactor and nanofiltration processes in biomembrane technology are described. The technique of calculating submerged hollow fiber membrane surface with account of various allowed specific flows depending upon the durability of the design flows, time lost for backwashing and «relaxation», reflux from membrane backwashing is presented. At determining the number of the operating in parallel process lines one should take into account possible shutdown of one membrane tank for chemical washing or repair.

Key words

wastewater , biological treatment , transmembrane pressure , power consumption , membrane bioreactor , specific flow

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UDC 628.35

SHVETSOV V. N., MOROZOVA K. M., Stepanov S. V.

Designing facilities for municipal and industrial wastewater biological treatment in aeration tanks with nutrients removal

Summary

Biological treatment facilities are the basic facilities for the purification of domestic, municipal and industrial wastewater of most of the industries (chemical, petrochemical, oil refining, food, textile, consumer goods, coke-chemical industries, agriculture etc.). However until now there has been no scientifically-grounded method of designing wastewater biological treatment facilities with nitrogen and phosphorus removal in the Russian Federation. Many years of extensive research carried out by NII VODGEO and «Water Supply and Wastewater Disposal» chair of the Samara State Technical University at the laboratory and pilot plants, at the operating facilities with processing data bulks provided for developing an adequate method of designing aeration tanks with nutrients removal. The presented method is a supplement of the method of process design of biological treatment facilities stated in SNiP 2.04.03-85 with regard to designing aeration tanks with nitri-denitrification and biological phosphorus removal; and provides for the calculations of upgrade and new construction of the facilities for biological treatment of municipal, domestic and industrial wastewater. Behind the process design is the concept of the process description with enzyme kinetics equations. The method includes the following stages: substantiation of the relevant basic data on the flow rates and qualitative composition of wastewater; determination of the process flow scheme and burden balance calculation of all the critical pollution components; determination of the kinetic constants and coefficients of enzyme kinetics equations of the transformation of each basic pollution component (BOD, nitrogen compounds, phosphorus etc.) and activated sludge growth by the statistical analysis of the operation data and chemico-analytical analysis of wastewater samples of the operating treatment facilities, by experimental data or on the basis of the available analogies; calculation of the volume of all the elements of the facilities with determination of the limitative component and treatment level in relation to other pollutants; final correction of the vo­lumes and parameters of all the process zones with account of the requirements to the level of treatment in relation to all the dictating pollution components. An example of the calculation is set. It is noted that the computation algorithm and formulas included into the method provide for designing any complicated process flow schemes with nitrogen and phosphorus removal applied both to municipal and industrial wastewater. The method provides for calculating not only the rate of removing BOD and nitrogen compounds but also other certain pollution components (oil products, detergents, fats etc.) offering additional opportunities of the wastewater biological treatment method. The method is especially useful in designing industrial wastewater biological treatment facilities because most of the foreign methods are mainly focused on the purification of domestic and municipal wastewater to the concentrations adopted in those countries. The method is developed on the principle of essential sufficiency; however is contains 70 design parameters and 28 formulas and equations. Accordingly the calculations are performed in Microsoft Office Excel which makes it possible for users even with middle software skills. Herewith it is possible to perform calculations straight for several options interactively and/or upgrade the treatment facilities in the process of their operation.

key words

biological treatment , nitrification , denitrification , nitrogen , phosphorous , activated sludge , kinetic constants , process design method , industrial and municipal wastewater

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UDC 628.35:661.5

SHVETSOV V. N., MOROZOVA K. M.

Procedure of designing wastewater biological treatment facilities
with nutrients removal

Summary

The procedure of designing wastewater biological treatment facilities with nitrification-denitrification is presented. Biological treatment facilities shall be designed on the basis of experimentally determined kinetic constants, nitrification and denitrification process factors, and for every limiting value depending on the requirements to the quality of treatment. Kinetic constants and factors required for designing municipal wastewater treatment facilities are given. Design algorithm is set out including the following stages: substantiation of the initial data on flow rates and qualitative wastewater composition according to the required level of reliability (more than 85–90% probability); selection of the process flow scheme – number of steps and(or) stages, operation procedure and lay out; determination of kinetic constants of equations of enzyme kinetics of every basic pollution component transformation from experimental data or from the available data base; preliminary calculation of excess activated sludge volume and adjustment of nitrogen and phosphorus mass balance; determination of limiting pollution component that needs maximum time to be oxidized; calculation of the facility capacity by limiting component with determination of the treatment level for other pollution components. The results of the long-term experimental studies of nitrification-denitrification processes with different types of municipal and industrial wastewater provide for supplementing the method of aeration tank design specified in SNiP 2.04.03-85 with formulae and data for design and optimization of aeration tank operation with nitrogen and phosphorus removal.

Key words

wastewater , biological treatment , nitrification , activated sludge , kinetic constants , denitrification

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UDC 628.35

Mishukov B. G., Murashev S. V.

Calculation of low-capacity plants with membrane filtration  for biological wastewater treatment

Summary

The calculation of standard series of plants for biological treatment of wastewater is set. The plants include a fermentation settling tank and a membrane bioreactor. The method has been approbated for calculating the plants with a capacity less than 500 m³/day. It was determined that increasing the activated sludge dosage from 3 to 5 g/l provided for 1.5 reduction of the size of the treatment facilities; at that increasing the activated sludge dosage more than 3-fold (more than 8 g/l was inexpedient. The size of the plants for 3 and 5 g/l activated sludge dosages with account of 25% volume increase (with correction for reliability) is given. The use of the suggested process flow scheme provides for increasing the efficiency of wastewater treatment. The effluent quality parameters approach the maximum permissible sanitary-hygienic regulations for the discharge into fishery water bodies. At that the use of chemicals for nutrients removal is not foreseen. The use of membrane filtration provides for equalizing and enhancing biological processes by means of possible increase of activated sludge concentration, and also for reducing the size of the plant, increasing the efficiency of wastewater treatment by means of enhanced removal of suspended solids.

Key words

wastewater , biological treatment , nitrification , denitrification , membrane filtration , dephosphorization

DOI 10.35776/VST.2022.09.05
UDC 628.35

Stepanov S. V., Avdeenkov Pavel, Ponomarenko Ol’ga, MOROZOVA K. M.

Results of studies of biological wastewater treatment of an egg processing enterprise

Summary

Biological treatment of wastewater of an enterprise for enhanced processing of chicken eggs in a batch reactor (SBR) has been studied. The treatment of both raw and pre-coagulated wastewater under aerobic and anoxic-aerobic conditions was studied in a 5-liter experimental unit for four months. In the course of the experiment in the treatment of raw wastewater with an average COD sludge load of 0.18 g/(g·day), average concentrations of pollution in the effluent were obtained, mg/l: COD – 253, BOD_total – 58.4, suspended solids – 11, ammonia nitrogen – 2.1, nitrite nitrogen – 0.06. The average values of the specific rate of oxidation of organic substances as COD, normalized to 20°С, amounted to 9.8 mg/(g·h); as BOD_total 7.2 mg/(g·h). While operating SBR with wastewater after physical and chemical treatment, with an average COD load of sludge of 0.15 g/(g·day), the effluent was characterized by the following average values, mg/l: COD – 99; BOD_total – 15.4; suspended solids – 10; N–NH₄ – 1; N–NO₂ – 0.04. The average values of the specific rate of oxidation of organic substances as COD at 20°С turned out to be 8.3 mg/(g·h) and as BOD_total – 5.7 mg/(g·h). The concentrations of nitrogen nitrates in the effluent in two anoxic phases in the SBR cycle averaged as follows: during raw wastewater treatment – 21.7 mg/l, and during pre-coagulated wastewater treatment – 15 mg/l.

Key words

wastewater , biological treatment , food industry , egg processing enterprise , batch reactor

DOI 10.35776/VST.2022.12.04
UDC 628.35

Stepanov S. V., Avdeenkov Pavel, Ponomarenko Ol’ga, MOROZOVA K. M.

Results of studying biological treatment of wastewater of an egg processing enterprise in a pilot membrane bioreactor

Summary

The results of studies on the biological treatment of wastewater of an enterprise for advanced processing of chicken eggs in a pilot membrane bioreactor (MBR) with preliminary denitrification are presented. It is shown that the key indicator of pollution the treatment facilities shall be calculated on is BOD_total. At loads on the ash-free basis of activated sludge according to BOD_total from 0.06 to 0.125g/(g·day) for raw wastewater and from 0.04 to 0.12g/(g·day) for wastewater after preliminary coagulation and settling, BOD_total of permeate was 8–12 mg/l, and the concentrations of ammonium and nitrite met the MPC for fishery water bodies. The minimum recirculation that provided for the concentration of nitrate nitrogen in the effluent at the MPC level, turned out to be eight-fold for raw wastewater and six-fold for the pre-coagulated one. The inert part of COD was about 90 mg/l. On the basis of the executed studies the kinetic constants of the oxidation of organic substances required for the calculation of industrial biological treatment facilities were determined: ρ´_max for BOD_total – 29.9 and 30.4 mg/(g·h), K_m for BOD_total – 34.7 and 25.2 mg/l for raw wastewater and wastewater after preliminary physical and chemical treatment, respectively. The total volumes of bioreactors with a capacity of 600m³/day, operating with an activated sludge dose of 8 g/l according to the MBR technology with preliminary denitrification, while providing for the treatment level of BOD_tot of 12 mg/l and removing nitrogen compounds to the MPC for fishery water bodies, amounted to 3716 and 1643m³ for raw wastewater and wastewater after preliminary physical and chemical treatment, respectively.

Key words

wastewater , biological treatment , kinetic constants , membrane bioreactor , food industry , egg processing enterprise

UDC 628.35
DOI 10.35776/VST.2023.05.06

Нездойминов В. И., Рожков В. С., Zavorotnyi Dmitrii, Chernyshev Valentin, Vasil’eva Iuliia

Municipal wastewater treatment systems based on airlift bioreactors

Summary

The aspects of municipal wastewater biological treatment with activated sludge with the cultivation of phosphorus-accumulating microorganisms and simultaneous nitri-denitrification are considered. Improved schemes for the biological removal of organic pollutants, nitrogen and phosphorus compounds based on airlift bioreactors (BOSEB technology) are presented. The main results of pilot studies are submitted that acknowledge the effectiveness of the proposed technology in the treatment of municipal wastewater. The features of the operation of an activated sludge blanket type tank built into an airlift bioreactor have been studied. It has been experimentally established that during the operation of the sludge blanket tank, either the presence or absence of phosphorus-accumulating microorganisms in the activated sludge biocenosis does not affect the efficiency of removing suspended solids. Empirical dependences have been obtained for the calculation of the facilities for sludge separation in a self-renewing activated sludge blanket. It has been established that the main controlled parameter of the biological treatment process is the dissolved oxygen concentration in the saturation zone (upper part of the airlift bioreactor), which should be in the range of 1.6–2.4 g/m³. An economic evaluation of the effectiveness of the proposed solutions was carried out in comparison with the SBR process. The advantages of the BOSEB technology are presented in relation to the schemes of enhanced biological removal of phosphorus accepted in the Russian Federation and abroad.

Key words

biological treatment , activated sludge , airlift bioreactor , flock blanket clarification

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UDC 628.35

Dubovik Ol’ga, Markevich R. M., Antonov K. V.

Improvement of biological removal of nitrogen and phosphorus compounds from wastewater under the conditions of cascade denitrification

Summary

In view of ever toughening requirements to wastewater treatment the optimization and intensification of wastewater treatment facilities operation become priority areas. The flow process scheme of wastewater biological treatment at the Minsk Wastewater Treatment Plant is represented by traditional aeration tanks and aeration tanks with organized cascade denitrification scheme. The main component of this scheme is the lack of inner recycle and possibility of dispersed inflow of clarified wastewater over the aeration tank zones. This provides for the presence of easily oxidizable organic substances in every anoxic zone. In view of building-up of pollutants in incoming wastewater and toughening the requirements to their removal the intensification of the biological stage has been an important aspect of the treatment facilities operation. The research objective was the scheme of cascade denitrification at the operating treatment facilities for the optimization of which different options of clarified wastewater distribution over the aeration tank zones were used. Wastewater entering the cascade denitrification is characterized by insufficient quantity of organic substances because a significant amount of industrial wastes. To increase the amount of organic substances it was decided to take out of service the primary settling tank and to reduce the frequency of sludge removal. The chosen optimal distribution of clarified wastewater over the aeration tank zones and increase of organic loading the efficiency of phosphate removal increased from 60 to 70%; and that of nitrogen removal – from 61 to 67%.

Key words

wastewater , biological treatment , nitrification , activated sludge , nutrients removal , cascade denitrification

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UDC 628.35:661.5

Esin M. A., Smirnov Aleksandr Vladimirovich

Advanced methods of designing biological treatment facilities

Summary

The data of the analytical reviews and practical results of calculating and designing advanced wastewater treatment facilities are presented. The analysis of the methods of designing biological wastewater treatment facilities (construction rules and regulations SNiP, ATV) and the software for mathematical simulation of the facilities operation («EcoSim», GPS-X etc.) is made together with the hydrodynamic continuum mechanics software as applied to calculating the flow conditions at the treatment facilities. The mathematical model of biological wastewater treatment process is based on the analysis of the relationships of enzyme kinetics of the wastewater pollutant transformation and makes a connection between the parameters of the raw waste and effluent, dissolved oxygen concentration and activated sludge. The principles of designing and calculating the facilities for biological treatment of municipal and industrial wastewater including the use of nitri-denitrification and biological phosphorus removal processes have been developed. The practical experience of using the mentioned methods in front end and design works.

Key words

biological treatment , nitri-denitrification , mathematic modelling , energy efficiency of equipment , wastewater composition , biological phosphorus removal

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UDC 628.3

Smirnov Aleksandr Vladimirovich

Advanced engineering and experience of BAT implementation

Summary

The use of the Information-Technical Guidebook on the best available techniques «Wastewater treatment in public wastewater disposal systems of communities, urban districts» (ITS 10-2015) provides for only a general idea of the catalogue of technologies that have to be applied in order to ensure high efficiency of wastewater treatment. The choice and substantiation of a particular technology are carried out on the basis of the operation experience and comprehensive project engineering. Case studies of using «MY Technologies» that are ready-made technical solutions of mechanical («MY MET») and biological («MY BIO») wastewater treatment for the wastewater treatment facilities in Sochi, Vologda, Kolomna are presented.

Key words

wastewater , biological treatment , mechanical treatment , best available techniques , primary treatment , fine purification , «MY Technologies» , «MY MET» , «MY BIO»

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UDC 628.345.1

Zalyotova N. A.

Phosphorus compounds in municipal wastewater

Summary

The analysis of the results of determining phosphorus compounds in wastewater at the treatment facilities is presented. In order to remove phosphorus compounds different methods of municipal wastewater treatment are used. The efficiency of eliminating some or other phosphorus forms depends on the technology used. The ratio of separate phosphorus forms in raw sewage differ much from effluent; therefore their impact on the water body also differs even if the discharged effluent quality is meeting the maximum permissible concentration of phosphates. Addition of chemical into wastewater provides for the fast and reliable removal of phosphates. The efficient reduction of total phosphorus and phosphates occurs only under the combination of biological and chemical wastewater treatment, or under the use of the modified biological treatment with alternating aerobic and anaerobic conditions of activated sludge retention.

Key words

wastewater , biological treatment , chemical treatment , phosphates , total phosphorus , biological and chemical treatment

DOI 10.35776/VST.2021.07.03
УДК 628.35

Kharkina O. V., Iskalieva Karina, Malich Ekaterina

Comparison of aeration tank calculations using ASM2d and ATV models

Summary

A comparison is made of the results of calculating aeration tanks by ATV model (Standard ATV-DVWK-A131 E «Dimension of Single-Stage Activated Sludge Plants 2000»), that is a stochastic «table» model, and by ASM2d model, that is referred to as theoretical and describes, unlike ATV, biological wastewater treatment processes using enzymatic kinetics formulas. Calculations are performed for the same input data. The calculation results show essentially limited use of ATV model; this model, as originally given in the description of this model by the designers, provides for calculating aeration tanks only for a single value of the effluent quality in terms of ammonia nitrogen as 1 mg/l and does not provide for calculating aeration tanks in terms of nitrites. Moreover, the comparison of ATV and ASM2d show that achieving the specified quality of effluent in terms of ammonia nitrogen as 1 mg/l is possible only at specific values of the kinetic constants determined by the authors in this article; whereas, any change in at least one kinetic parameter of the wastewater results in an increase in the required aerobic age of activated sludge and, as a consequence, in the calculated volume of the aerobic zone by tens of percent, which proves the risk of not achieving the required effluent quality while using ATV model even for ammonium nitrogen concentration of 1 mg/l. Taking into account the fact that ATV Method does not provide for calculating aeration tanks for the effluent quality in terms of nitrites, the results of our calculation show that the aerobic age of activated sludge of 4.05 days for a temperature of 17 ºС proposed in ATV will make it possible to achieve the effluent quality in terms of nitrite nitrogen, 0.35–0.52 mg/l N–NO2, proving the unavailability of ATV, if the requirements to the effluent quality in terms of nitrites are specified. The authors, on the basis of the calculations, make conclusions about the risk of failure to achieve the effluent quality in terms of ammonia nitrogen as well as 1 mg/l while using ATV, because ATV is a stochastic model, that is, all dependencies presented in this method have been determined for the specific operating conditions. Moreover, as specified in the ATV description, this method, even in limited conditions, is applicable strictly for urban wastewater. The calculations show that if there are requirements for the effluent quality in terms of nitrites, regardless of the required concentration value of nitrites, the ATV method is absolutely not suitable, while ASM2d, taking into account the fact that it is based on the formulas of enzymatic kinetics, provides for calculating aeration tanks for any required effluent quality in terms of both ammonium nitrogen and nitrite nitrogen and is applicable for any type of wastewater.

Key words

biological treatment , nitrification , activated sludge , kinetic constants , industrial and municipal wastewater , comparative calculation of the biological treatment facilities , ATV and ASM2d process calculation methods , aerobic age of activated sludge , theoretical and stochastic models

DOI 10.35776/VST.2022.05.03
UDC 628.35

Kharkina O. V.

Comparison of the results of calculating aeration tanks according to the method of Danilovich–Epov and ASM2d model (part 1)

Summary

The analysis of the method proposed by D. A. Danilovich and A. N. Epov for calculating aeration tanks that implement nitrogen and phosphorus removal technologies is carried out. A comparison of the results of calculations by this method and ASM2d method is given. It is shown that, in contrast to the ASM2d method that refers to theoretical models and describes the processes of biological wastewater treatment using the formulas of enzyme kinetics, the method under consideration is, in essence, an empirical calculation that contains constants that are invariable and, for the most part, not having the physical meaning. Since empirical models make a connection between the parameters obtained on the basis of the experimental data of a particular object under strictly limited conditions, these models can only be applied if all the parameters of another object exactly match the data of the object the proposed model was compiled for. Accordingly, using any empiric models, including the method under consideration, at the facilities that were not the objects for the compilation of these empiric models, leads to the risk of obtaining incorrect calculation results. Based on the performed calculations, the risks and constraints of using the method proposed by Danilovich and Epov for the calculation of biological treatment facilities are shown. In the first part of the paper, a design analysis was carried out to determine the values of the aerobic age of activated sludge that were the basic values for calculating the volume of aerobic zones of aeration tanks.

Key words

wastewater , biological treatment , nitrification , denitrification , activated sludge , kinetic constants , theoretical and empirical mathematical models , comparative calculation of the biological treatment facilities , ASM2d

DOI 10.35776/VST.2022.11.03
UDC 628.35

Kharkina O. V.

Comparison of the results of calculating aeration tanks according to the method of Danilovich–Epov and ASM2d model
(рart 2)

Summary

The analysis of the method for calculating aeration tanks proposed by D. A. Danilovich and A. N. Epov, based on the German ATV method, is continued. Due to certain limitations of the empirical ATV methodology developed on the basis of the data on the wastewater the authors were able to study, the ATV methodology cannot be applied anywhere except the treatment facilities where those studies were carried out. The Methodology has been compared with ASM2d model (a matrix of enzyme kinetics equations describing the growth rates of microorganisms and the rates of the corresponding biochemical processes), as well as with the NII VODGEO/SamGTU method that is a completely theoretical model, and the calculation formulas being enzyme kinetics equations. Calculations of aeration tanks according to the formulas of enzyme kinetics were laid down in SNiP «Sewerage. External Networks and Structures» in 1974; whereas in SNiP 1984, the calculation was given in the form of a proven methodology for biological treatment facilities for the oxidation of organic compounds. The empirical approach proposed in the Methodology opens not only a technological question about the scope of its application, but also the question of its expediency in general. The use of empirical approaches, to which the Methodology belongs, formally connects the inherent parameters in the form of invariable coefficients and empirical dependencies obtained experimentally in a narrow range of parameters and conditions of a particular object bringing the risks of significant errors. It is shown that the Methodology for municipal wastewater provides for underestimated volumes of aeration tanks by tens of percent compared with the results of calculations using the theoretical methods ASM2d and VODGEO/SamGTU developed by V. N. Shvetsov, S. V. Stepanov, K. M. Morozova that describe wastewater treatment processes using enzyme kinetics formulas. Herewith, it is shown that ASM2d and the VODGEO/SamGTU methodology give a high convergence of the results within differences of less than 10% which allows to speak about the robustness of the ASM2d model and the VODGEO/SamGTU methodology, and the limitations of the Method that can be used only for rough estimates.

Key words

wastewater , biological treatment , nitrification , denitrification , activated sludge , kinetic constants , theoretical and empirical mathematical models , ASM2d , NII VODGEO/SamGTU methodology , enzyme kinetics equations , comparative calculation

DOI 10.35776/VST.2021.05.02
UDC 628.35

SHVETSOV V. N., Kharkina O. V., Stepanov S. V.

Comparison of the calculation results for aeration tanks using the NII VODGEO/SamGTU and ASM2d models

Summary

Проведено сравнение результатов расчета аэротенков, реа­лизующих процессы аэробного окисления органических сое­динений, нитрификации, денитрификации и удаления фосфора (химического и биологического) по двум различным математическим моделям (методикам): ВОДГЕО/СамГТУ (Самарского государственного технического уни-
The paper presents a comparison of the results of calculating aeration tanks where the processes of aerobic oxidation of organic compounds, nitrification, denitrification and phosphorus removal (chemical and biological) according to two different mathematical models (methods): VODGEO/SamGTU (Samara State Technical University) and ASM2d have been implemented. These models are theoretical and describe the processes of biological wastewater treatment using enzymatic kinetics formulas. Calculations for the same input and output data showed a high reproducibility in terms of the volumes of the process zones of aeration tanks. For the quality of effluent meeting the MPCs for fishery water bodies (option 1), the discrepancy is –0.3 and 3.3%, respectively, for the anoxid and aerobic zones. With indicators for effluent discharge into a water body of category B (option 2) for large-scale to extremely large-scale facilities, the difference in the results of calculating the volumes was 13.8 and 15.4%, respectively. While making calculations with account of the effluent quality reaching the process indicators for discharge into a water body of category G (option 3) for large-scale to extremely large-scale facilities, the discrepancy in the values of the volumes of aerobic zones was 48% owing to the expediency of ensuring stable nitrification at high loads. Therefore, option 3 according to the VODGEO/SamGTU method was actually performed for a lower sludge load and more enhanced nitrification than according to the ASM2d method (1 instead of 2 mgN–NH₄/l). It is shown that the mathematical models underlying both methods, based on the fundamental equations of the enzymatic reaction, a very high reproducibility and consistency of the calculation results give grounds to assert that both of these models are, to the greatest extent known, acceptable for calculating biological treatment facilities with the removal of nitrogen and phosphorus.

Key words

biological treatment , nitrification , denitrification , activated sludge , kinetic constants , industrial and municipal wastewater , VODGEO/SamGTU and ASM2d process calculation methods , theoretical and empirical mathematical models , comparative calculation of the biological treatment facilities

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UDC 628.38:338.001.36

Tsarenko D. A., Romashko A. V., Smirnov Aleksandr Vladimirovich

The cost of the life cycle as a criterion of choosing a filtration package for membrane bioreactors

Summary

The method of evaluating the cost of the life cycle of the filtration package of membrane bioreactors for biological wastewater treatment is presented. The key parameters of choosing MBR-technology, the example of calculating the cost of the equipment life cycle are given. The allocation of the guarantee commitments between the customer and the supplier is shown. The presented method of evaluating the attraction of using membrane bioreactors on the basis of the analysis of the life cycle of the filtration package provides for the accurate computation of the capital and operational expenditures of the membrane filtration units at the wastewater treatment facilities of various capacities to justify the choice of the filtration package supplier. The conditions for the optimal allocation of risks between the membrane manufacturer and the customer are formulated.

Key words

wastewater , biological treatment , membrane bioreactor , life cycle cost , annuity contributions

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UDC 628.35:661.5

Danilovich Dmitrii, Smirnov Aleksandr Vladimirovich

The technology of step-feed nitri-denitrification in municipal wastewater treatment: the analysis of options and case record

Summary

The experience of MY PROJECT JSC in designing biological treatment facilities (aeration tanks) at the municipal treatment facilities of the Russian Federation with the use of step-feed nitri-denitrification is considered. Over the past 10 years more than 20 treatment facilities have been upgraded and built with the introduction of a step-feed scheme; the author of the article made a personal commitment in commissioning of more than 10 biological treatment facilities for municipal and industrial wastewater processing. In order to observe the data confidentiality, no data is provided on the chemical analysis of the operation of structures; however, with the help of mathematical modeling, the specific features of the implementation of step-feed denitrification are shown. The key process engineering aspects of the implementation of the schemes of a step-feed process with a different number of stages (two and three), cases of the need to use or reject nitrate recycling, as well as using, where applicable, an additional substrate (methanol) with particularly stringent requirements to the nitrogen concentration at the effluent discharge are considered. Traditionally, it is believed that the scheme of step-feed denitrification is designed for nitrogen removal; however, additional positive modifications of step-feed denitrification have been also considered that provide for arranging biological removal of phosphorus. The design of an anaerobic zone upstream the first denitrification cascade (D1), the use of step-feed denitrification in the implementation of the process scheme of the University of Johannesburg (JHB), as well as the arrangement of step-feed of return sludge are considered.

Key words

biological treatment , nitrification , denitrification , aeration tank , biological phosphorus removal , step-feed technology

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UDC 628.1/.2:543.31

Egorova Yu. A., Bykova P. G., Kichigin V. I., Nesterenko O. I., Strelkova T. A.

Ecoanalytical control and monitoring of the water quality
in Samara municipality

Summary

In Samara municipality the industrial control of natural and drinking water quality is carried out by an accredited water quality testing center. The control is executed according to the program developed by «Samarskie Kommunal’nye Sistemy» LLC and approved by the Samara Area Department of the Federal Service for Supervision of Consumers Protection and Welfare. The control is performed at all the stages of water treatment beginning from the water source to water posts in the distribution network. Monitoring the water conditions in the surface water source provides for controlling the treatment facilities operating mode and selecting the required chemical dosages at every stage of the treatment process. Industrial quality control of the wastewater coming to the municipal treatment facilities and of the effluent is carried out by a chemical and bacteriological accredited testing laboratory at every process unit from the recei­ving chamber to the discharge to the Saratov water reservoir (before the discharge the effluent is biologically tested for acute toxicity). Sludge generated in the process of wastewater treatment is tested at every stage for physical, chemical microbiological, parasitological, toxicological and radiological parameters. The efficiency of the biological treatment facilities is evaluated basing on the results of hyd­robiological analysis of activated sludge. The laboratory facilities and continuous renovation of the basic infrastructure are described. Special attention is paid to the laboratory staff development and achievements.

Key words

biological treatment , monitoring , water treatment , activated sludge , permanganate oxidizability , water and effluent quality control , ecoanalytical control

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UDC 504.75.06:628.31

Pupyrev E. I., Shelomkov A. S.

Economic assessment of environmentally safe wastewater treatment technologies

Summary

In the competitive environment in Russia customers and investors shall take into account economic factors when designing municipal wastewater treatment facilities. Cost-effective and environmentally efficient wastewater treatment technologies are determined with account of regional specific features when siting the treatment facilities. Three representative groups of settlements are specified: rural (less than 20 thousand residents), towns (50-100 thousand residents), cities and megacities. The characteristics of municipal wastewater typical for every group are presented. Wastewater of rural settlements contains high concentrations of suspended solids and nutrients. Effluents of towns and cities contain heavy metals resulting as a rule from raw industrial wastewater discharges. The requirements to the effluent quality of typical settlements are presented. For every group of settlements the environmentally acceptable treatment technologies are suggested and economically substantiated. The following wastewater treatment technologies have been analyzed: full aerobic biological treatment; advanced biological treatment with nutrients removal (nitrogen, phosphorus); advanced biological treatment with nutrients removal (nitrogen, phosphorus) with tertiary treatment at filtration facilities and sorption filters. The suggested approach to the selection of a wastewater treatment technology with account of the economic and environmental conditions can be used in designing other systems of ecological purpose.

Key words

biological treatment , best available techniques , ecological safety , biogenic elements , municipal wastewater , economic assessment

DOI 10.35776/VST.2021.05.04
UDC 628.35:661.5

Kondrashev Viacheslav, Metelitsa Sergei

Stages of launching a biological treatment plant at the wastewater treatment facilities with dosing easily oxidable organic matter

Summary

Issues related to commissioning a biological treatment plant at the facilities for household and similar in composition wastewater treatment during the trial start of the treatment facilities are considered. The stages of commissioning a biological treatment plant at the wastewater treatment facilities with «inoculating» activated sludge from the operating biological treatment facilities and with dosing easily oxidable organic matter are considered in detail. The equipment configuration of the WWTP-9 produced by Germes Group is described. All stages of the biological treatment plant commissioning are considered through the example of the start-up of WWTP-9 with the use of numerous experimental data. The periods of biological treatment plant commissioning stages have been determined. The problems of adjusting the biological treatment plant and the ways of their elimination to achieve the required result are presented. The technology used at the WWT facilities provides for the effluent quality that meets the requirements for the discharge into a water body of commercial fishing importance.
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Key words

wastewater , biological treatment , mechanical treatment , aftertreatment , commissioning , biological treatment plant