Urban wastewater treatment method based on EGSB in combination with anammox-enhanced AOOA-fbbr

Abstract

An urban wastewater treatment method based on an EGSB in combination with an anammox-enhanced AOOA-FBBR. The urban wastewater treatment method comprises: step S1, filling an EGSB (1) with a polyurethane sponge filler, and filling each of a first anoxic tank (2), a first aerobic tank (3), a second aerobic tank (4), and a second anoxic tank (5) of an AOOA-FBBR with a quartz sand filter material; step S2, start stage: inoculating hydrolytic acidification bacteria, hydrogen-producing acetogenic bacteria, and methanogenic bacteria into the EGSB (1), inoculating hydrolytic bacteria, AOB, NOB, and denitrifying bacteria into the first anoxic tank (2), the first aerobic tank (3), the second aerobic tank (4), and the second anoxic tank (5), and further inoculating anammox bacteria into each of the first anoxic tank (2), the first aerobic tank (3), and the second anoxic tank (5); and when the total nitrogen in the effluent of the second aerobic tank (4) is reduced to 4 mg / L or less, inoculating manganese-oxidizing bacteria into the second anoxic tank (5) and adding Mn 2+; and step S3, once the effluent of the second anoxic tank (5) is stable, entering a stable stage.

Description

Urban wastewater treatment method based on EGSB synergistic anaerobic ammonium oxidation enhanced AOOA-FBBR Technical Field

[0001] This invention relates to the field of urban wastewater treatment, specifically to an urban wastewater treatment method based on EGSB synergistic anaerobic ammonia oxidation enhanced AOOA-FBBR. Background Technology

[0002] Nitrogen and phosphorus in the effluent from urban wastewater treatment plants are significant sources of nitrogen and phosphorus in surface water. Excessive discharge of nitrogen and phosphorus accelerates the eutrophication process of receiving water bodies and generates substances harmful to aquatic plants and animals. Excessive discharge of organic matter leads to black and odorous water bodies. To reduce carbon, nitrogen, and phosphorus emissions and improve surface water quality, my country's emission standards for urban wastewater treatment plants are becoming increasingly stringent. For example, the emission limits for COD, total nitrogen, ammonia nitrogen, and total phosphorus in the "Emission Limits for Major Water Pollutants from Urban Wastewater Treatment Plants" (DB 5301 / T 43-2020) are 20 mg / L, 5 mg / L, 1.0 mg / L, and 0.05 mg / L, respectively. However, its total nitrogen concentration is far higher than the Class III water quality standard in the "Surface Water Environmental Quality Standard" (GB 3838-2002) (COD, ammonia nitrogen, total nitrogen, and total phosphorus should not exceed 20 mg / L, 1.0 mg / L, 1.0 mg / L, and 0.05 mg / L, respectively). This means that even if the effluent from urban sewage treatment plants meets the standards and is discharged into water bodies with higher water function, it will further aggravate the pollution of the receiving water body and threaten drinking water safety.

[0003] Currently, urban wastewater treatment plants primarily focus on removing pollutants such as carbon, nitrogen, and phosphorus, resulting in high operating costs and low resource recovery rates. Organic matter is oxidized to CO2 by dissolved oxygen generated from aeration, rather than being converted into biogas through anaerobic fermentation for energy recovery. Nitrogen is removed through traditional nitrification and denitrification, leading to high operating costs. Phosphorus is not recovered. Furthermore, the removal rates of carbon, nitrogen, and phosphorus are not sufficiently high; that is, effluent COD, total nitrogen, ammonia nitrogen, and total phosphorus have not been reduced to below 20 mg / L, 1.0 mg / L, 1.0 mg / L, and 0.05 mg / L respectively (Class III water quality standard in the "Surface Water Environmental Quality Standard" (GB 3838-2022)), leading to pollution of receiving water bodies. In recent years, an increasing number of scholars have viewed urban wastewater treatment plants as production plants for nutrients, energy, and reclaimed water, proposing the concept of NEW (Nutrient + Energy + Water) plants, hoping to achieve efficient resource recovery and efficient removal of pollutants such as carbon, nitrogen, and phosphorus in urban wastewater treatment plants. Therefore, there is an urgent need to develop urban wastewater treatment processes that have high carbon, nitrogen, and phosphorus removal efficiency, low operating costs, and efficient resource recovery. Summary of the Invention

[0004] The technical problem to be solved by this invention is to overcome the defects of the prior art and provide a method for urban sewage treatment based on EGSB synergistic anaerobic ammonia oxidation enhanced AOOA-FBBR. It effectively solves the technical problems of insufficient removal rate of carbon, nitrogen and phosphorus in urban sewage treatment, high operating cost and inability to recover resources at the present stage, and realizes efficient and low-cost removal of carbon, nitrogen and phosphorus in urban sewage, as well as carbon and phosphorus resource recovery.

[0005] To solve the above-mentioned technical problems, the technical solution of the present invention is: a method for treating urban wastewater based on EGSB synergistic anaerobic ammonia oxidation enhanced AOOA-FBBR, the method comprising:

[0006] Step S1, Preparation of the processing device:

[0007] Polyurethane sponge filler is filled in EGSB, and quartz sand filter media is filled in the first anoxic tank, the first aerobic tank, the second aerobic tank and the second anoxic tank of AOOA-FBBR respectively.

[0008] The EGSB is connected to the upper end of the first anoxic tank, the lower end of the first anoxic tank is connected to the lower end of the first aerobic tank, the upper end of the first aerobic tank is connected to the upper end of the second aerobic tank, and the lower end of the second aerobic tank is connected to the lower end of the second anoxic tank. An outlet is provided at the upper end of the second anoxic tank. The nitrified liquid is returned from the second aerobic tank to the first anoxic tank. The first anoxic tank, the first aerobic tank, and the second aerobic tank are backwashed at a preset cycle, and the backwash water is pumped into the EGSB from the lower end.

[0009] Step S2, Startup Phase:

[0010] Start-up Phase 1: Inoculate EGSB with hydrolytic acidifying bacteria, hydrogen-producing acetic acid bacteria, and methanogenic bacteria. Inoculate the first anoxic tank, the first aerobic tank, the second aerobic tank, and the second anoxic tank with hydrolytic bacteria, AOB, NOB, and denitrifying bacteria. The dissolved oxygen in the first aerobic tank and the second aerobic tank are 0.7-0.9 mg and 1.8-2.2 mg / L, respectively.

[0011] Phase Two of Startup: After the effluent from the second anoxic tank stabilizes, the dissolved oxygen in the first and second aerobic tanks decreases to 0.2-0.3 mg / L and 0.7-0.9 mg / L, respectively. Anaerobic ammonia-oxidizing bacteria are then inoculated into the first anoxic tank, the first aerobic tank, and the second anoxic tank, respectively. When the total nitrogen in the effluent from the second aerobic tank decreases to below 4 mg / L, manganese-oxidizing bacteria are inoculated into the second anoxic tank, and Mn is added. 2+ ;

[0012] Step S3: After the water from the second anoxic tank stabilizes again, the process enters the stabilization phase.

[0013] Furthermore, hydrolytic acidifying bacteria, hydrogen-producing acetic acid-producing bacteria, and methanogenic bacteria are inoculated into EGSB, specifically including:

[0014] First, inoculate with hydrolytic acidifying bacteria, once every 7 days, 300 mL each time, with a bacterial concentration of 5-7 g / L, for a total of 4 inoculations;

[0015] When inoculating with hydrolytic acidifying bacteria for the third time, hydrogen-producing and acetic acid-producing bacteria should be inoculated at the same time. Inoculate once every 5 days, each time with 400 mL of bacterial solution and a bacterial concentration of 7-9 g / L, for a total of 4 inoculations.

[0016] When inoculating with hydrogen-producing and acetic-producing bacteria for the third time, methanogens should also be inoculated at the same time. Inoculate once every 7 days, each time with 500 mL of bacterial solution at a concentration of 8-10 g / L, for a total of 5 inoculations.

[0017] Furthermore, EGSB itself has reflux capability.

[0018] Furthermore, bacteria were inoculated into the first anoxic tank, the first aerobic tank, and the second anoxic tank, specifically as follows:

[0019] In the first anoxic tank, denitrifying bacteria, AOB, and NOB are cultivated and acclimated in the upper filter media, while hydrolyzing bacteria, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria are cultivated and acclimated in the lower filter media.

[0020] Hydrolyzing bacteria, AOB, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria are cultivated and acclimated in the lower filter media of the first aerobic tank, while AOB, NOB, and anaerobic ammonia oxidizing bacteria are cultivated and acclimated in the upper filter media.

[0021] AOB and anaerobic ammonia oxidizing bacteria were cultured and acclimated in the lower filter media of the second anoxic tank, while hydrolytic bacteria, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria were cultured and acclimated in the upper filter media.

[0022] Furthermore, denitrifying bacteria, AOB, and NOB are cultivated and acclimatized in the upper filter media of the first anoxic tank; specifically including:

[0023] First, inoculate with AOB (Anaerobic Obliterans) every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. When inoculating AOB for the second time, simultaneously inoculate with NOB (Nutritional Obliterans), every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. When inoculating NOB for the fourth time, simultaneously inoculate with denitrifying bacteria, every 4 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations.

[0024] In the lower filter media of the first anoxic tank, hydrolytic bacteria, denitrifying bacteria, and anaerobic ammonia-oxidizing bacteria are cultivated and acclimatized; specifically including:

[0025] First, inoculate with hydrolytic bacteria, once every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. When the hydrolytic bacteria are inoculated for the second time, simultaneously inoculate with denitrifying bacteria, once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations. After entering the second initiation phase, inoculate with anaerobic ammonia oxidizing bacteria, once every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations.

[0026] Furthermore, hydrolyzing bacteria, AOB (anaerobic bacteria), denitrifying bacteria, and anaerobic ammonia oxidizing bacteria are cultivated and acclimated in the lower filter media of the first aerobic tank; specifically including:

[0027] First, inoculate with AOB (Anaerobic Oxygen-Oxygenating Bacteria) every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. During the third AOB inoculation, simultaneously inoculate with hydrolytic bacteria, every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. During the third hydrolytic bacteria inoculation, simultaneously inoculate with denitrifying bacteria, every 4 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations. After entering the second initiation phase, inoculate with anaerobic ammonia-oxidizing bacteria, every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations.

[0028] AOB, NOB, and anaerobic ammonia-oxidizing bacteria were cultured and acclimated in the upper filter media of the first aerobic tank; specifically including:

[0029] First, inoculate with AOB (Anaerobic Ammonium Oxidizer) every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. When AOB is inoculated for the third time, NOB (Negative Ammonium Oxidizer) is inoculated at the same time, every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. After entering the second initiation phase, inoculate with anaerobic ammonia oxidizing bacteria, every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations.

[0030] Furthermore, AOB and anaerobic ammonia-oxidizing bacteria were cultured and acclimated in the lower filter media of the second anoxic tank; specifically including:

[0031] First, inoculate with AOB (Anaerobic Ammonium Oxidizer) every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations; after entering the second initiation phase, inoculate with anaerobic ammonia oxidizing bacteria every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations.

[0032] In the upper filter media of the second anoxic tank, hydrolytic bacteria, denitrifying bacteria, and anaerobic ammonia-oxidizing bacteria are cultivated and acclimatized; specifically including:

[0033] First, inoculate with hydrolytic bacteria, once every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. When the hydrolytic bacteria are inoculated for the 3rd time, denitrifying bacteria are inoculated at the same time, once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations. After entering the second initiation stage, inoculate with anaerobic ammonia oxidizing bacteria, once every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations.

[0034] Furthermore, the second aerobic tank is inoculated with hydrolyzing bacteria, AOB, NOB, and denitrifying bacteria; specifically including:

[0035] First, inoculate with AOB (Acid-Oxygenated Bacteria), once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. When inoculating AOB for the third time, simultaneously inoculate with NOB (Nutritional Bacteria), once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. When inoculating NOB for the third time, simultaneously inoculate with hydrolytic bacteria, once every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. When inoculating with hydrolytic bacteria for the third time, simultaneously inoculate with denitrifying bacteria, once every 4 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations.

[0036] Furthermore, in the second phase of startup, manganese-oxidizing bacteria were inoculated into the second anoxic tank, and Mn was added simultaneously. 2+ At that time, the dosage was 27.5 mg / L Mn 2+ .

[0037] Furthermore, the reflux ratio of nitrified liquor from the second aerobic tank to the first anoxic tank is 200%.

[0038] By adopting the above technical solution, the present invention has the following beneficial effects:

[0039] (1) Recover more biogas: About 75% of the organic matter in urban sewage and backwash effluent is fermented in EGSB to produce biogas, which increases the biogas production. Adding polyurethane sponge packing to EGSB can provide a carrier for hydrolytic acidifying bacteria, hydrogen-producing and acetic acid-producing bacteria and methanogenic bacteria, and efficiently intercept and adsorb organic matter, thereby increasing the proportion of methane in biogas.

[0040] (2) Excellent removal of carbon, nitrogen, and phosphorus: The COD in the effluent from the AOOA-FBBR decreased from approximately 90 mg / L to 5.47 mg / L, with a removal rate of 94.00%; the ammonia nitrogen in the effluent decreased from approximately 55 mg / L to 0.056 mg / L, with a removal rate of 99.90%; the total nitrogen in the effluent decreased from approximately 60 mg / L to 0.68 mg / L, with a removal rate of 98.90%; and the total phosphorus in the effluent decreased from approximately 5 mg / L to 0.031 mg / L, with a removal rate of 99.42%. The COD, ammonia nitrogen, total nitrogen, and total phosphorus in the effluent were all significantly better than the Class III water quality standard in the "Surface Water Environmental Quality Standard" (GB 3838-2002).

[0041] (3) No sludge is produced: EGSB does not discharge sludge. The backwashing frequency of AOOA-FBBR is once every 14 days, that is, most of the sludge is hydrolyzed and then used as a carbon source. The sludge produced by backwashing is pumped into the modified EGSB reactor for anaerobic fermentation, which not only increases the amount of biogas recovered, but also eliminates the need for sludge treatment.

[0042] (4) Low operating cost: The dissolved oxygen levels in the first and second aerobic tanks of the AOOA-FBBR are 0.2-0.3 mg / L and 0.7-0.9 mg / L, respectively, significantly lower than the approximately 2.5 mg / L of traditional nitrogen and phosphorus removal processes. Simultaneously, some ammonia nitrogen is removed through anaerobic ammonia oxidation and short-cut nitrification / denitrification, reducing aeration volume; the organic matter in the EGSB effluent provides a carbon source for denitrification, reducing the consumption of dissolved oxygen by organic matter. All of these approaches significantly reduce operating costs.

[0043] (5) Phosphorus recovery capability: In EGSB and AOOA-FBBR, organic phosphorus in the influent is converted into inorganic phosphorus through hydrolysis, and then reacted with added Mn in the second anoxic tank of AOOA-FBBR. 2+ A precipitation reaction occurs, generating Mn3(PO4)2, which adheres to the filter media. The second anoxic tank of the AOOA-FBBR has a low number of microorganisms, facilitating subsequent phosphorus recovery.

[0044] (6) No secondary pollution: The only chemical agent required by this invention is manganese sulfate, and the resulting manganese phosphate precipitate will adhere to the filter media and will not flow out with the water. Furthermore, excess Mn... 2+ It will be oxidized to bio-manganese oxide, reducing Mn in the effluent. 2+ .

[0045] In summary, this invention effectively solves the technical problems of insufficient carbon, nitrogen, and phosphorus removal rates, high operating costs, and inability to recover resources in current urban wastewater treatment. It achieves efficient and low-cost removal of carbon, nitrogen, and phosphorus from urban wastewater, as well as carbon and phosphorus resource recovery. The effluent COD, ammonia nitrogen, total nitrogen, and total phosphorus levels are all significantly better than the Class III water quality standard in the "Surface Water Environmental Quality Standard" (GB 3838-2022), demonstrating high application value and facilitating its widespread application. Attached Figure Description

[0046] Figure 1 is a schematic diagram of the processing device of the present invention;

[0047] Figure 2 shows the COD removal effect of the treatment.

[0048] Figure 3 shows the ammonia nitrogen removal effect of the treatment.

[0049] Figure 4 shows the effect of nitrate nitrogen removal during the treatment process;

[0050] Figure 5 shows the effect of nitrite removal during the treatment;

[0051] Figure 6 shows the total nitrogen removal effect of the treatment.

[0052] Figure 7 shows the total phosphorus removal effect of the treatment.

[0053] Figure 8 shows the amount of manganese added in the second anoxic tank 5 as the treatment progressed;

[0054] Figure 9 shows the XRD pattern of the second anoxic tank 5 during the treatment process;

[0055] In the diagram, 1 is EGSB; 2 is the first anoxic tank; 3 is the first aerobic tank; 4 is the second aerobic tank; and 5 is the second anoxic tank. Detailed Implementation

[0056] To make the content of this invention easier to understand, the invention will be further described in detail below with reference to specific embodiments and accompanying drawings.

[0057] As shown in Figure 1, a method for treating urban wastewater based on EGSB synergistic anaerobic ammonium oxidation enhanced AOOA-FBBR includes the following steps:

[0058] Step S1, Preparation of the processing device:

[0059] Polyurethane sponge filler is filled in EGSB1, and quartz sand filter media is filled in the first anoxic tank 2, the first aerobic tank 3, the second aerobic tank 4, and the second anoxic tank 5 of AOOA-FBBR.

[0060] The expanded granular sludge bed (EGSB1) has an inner diameter of 100 mm and a height of 1500 mm, including a reaction zone and a three-phase separator, with an effective volume of 6.0 L and a hydraulic retention time of 3 h. The added polyurethane sponge packing material has dimensions of 20 mm (length, width, and height) and a specific surface area of ​​4000 m². 2 / m 3 The fill rate is 50%. The EGSB1 reflux ratio is 500%.

[0061] The AOOA-FBBR has dimensions of 570mm (length), 150mm (width), and 710mm (height). Its effective volumes (4L, 3L, 3L, and 2L) for the first anoxic tank 2, first aerobic tank 3, second aerobic tank 4, and second anoxic tank 5, respectively, are 2L, 3h, 2h, 2h, and 1h. Each tank has a 5mm high quartz sand support layer at the bottom, with quartz sand particles of 10-12mm. Quartz sand filter media is added in these tanks, with thicknesses of 240mm, 180mm, 180mm, and 120mm, respectively. The particle size of the filter media is 4-6mm in the first anoxic tank 2, first aerobic tank 3, and second aerobic tank 4, and 2-4mm in the second anoxic tank 5. This filter media only provides a carrier for microbial growth and cannot be decomposed by microorganisms. Aeration devices are installed at the bottom of the first aerobic tank 3 and the second aerobic tank 4.

[0062] Water enters from the lower end of EGSB1, and its upper end connects to the upper end of the first anoxic tank 2. The lower end of the first anoxic tank 2 connects to the lower end of the first aerobic tank 3. The upper end of the first aerobic tank 3 connects to the upper end of the second aerobic tank 4. The lower end of the second aerobic tank 4 connects to the lower end of the second anoxic tank 5. An outlet is provided at the upper end of the second anoxic tank 5. Nitrified liquid is returned from the second aerobic tank 4 to the first anoxic tank 2 at a return ratio of 200%. The first anoxic tank 2, the first aerobic tank 3, and the second aerobic tank 4 are backwashed at a preset cycle. The backwash cycle can be, but is not limited to, 14 days. The backwash time is 3-5 minutes. The backwash water is pumped into EGSB1 from the lower end. The second anoxic tank 5 is not backwashed.

[0063] Step S2, Startup Phase:

[0064] Start-up Phase 1: Inoculate EGSB1 with hydrolytic acidifying bacteria, hydrogen-producing and acetic-producing bacteria, and methanogenic bacteria. In the first anoxic tank 2, the first aerobic tank 3, the second aerobic tank 4, and the second anoxic tank 5, inoculate with hydrolytic bacteria, AOB (ammonia-oxidizing bacteria), NOB (nitrite-oxidizing bacteria), and denitrifying bacteria (the inoculation order depends on the pollutant conversion process, and the number and frequency of inoculations depend on the ease with which microorganisms attach to the filter media and the growth rate of the microorganisms). The temperature is 25-27℃, the pH is 7.8-8.2, and the dissolved oxygen in the first aerobic tank 3 and the second aerobic tank 4 are 0.7-0.9 mg and 1.8-2.2 mg / L, respectively.

[0065] Phase Two: After the effluent from the second anoxic tank 5 stabilizes (i.e., after effluent COD, ammonia nitrogen, total nitrogen, and total phosphorus have been continuously stable for 15-19 days, in this embodiment, on day 159), the dissolved oxygen in the first aerobic tank 3 and the second aerobic tank 4 decreases to 0.2-0.3 mg / L and 0.7-0.9 mg / L, respectively. Anaerobic ammonia-oxidizing bacteria are then inoculated into the first anoxic tank 2, the first aerobic tank 3, and the second anoxic tank 5, respectively. When the total nitrogen in the effluent from the second aerobic tank 4 decreases to below 4 mg / L (in this embodiment, on day 221), manganese-oxidizing bacteria are inoculated into the second anoxic tank 5 on day 221 (inoculated once every 5 days, 300 mL each time, bacterial concentration of 3-5 g / L, for a total of 4 inoculations); and Mn is added. 2+ The dosage was 27.5 mg / L Mn 2+ ;

[0066] Step S3, stabilization phase (i.e., the effluent COD, ammonia nitrogen, total nitrogen, and total phosphorus can remain stable for 13-15 days).

[0067] The simulated urban wastewater concentrations of COD, ammonia nitrogen, total nitrogen, and total phosphorus were approximately 90 mg / L, 55 mg / L, 60 mg / L, and 5 mg / L, respectively. Figure 2 shows the COD removal effect during treatment; Figure 3 shows the ammonia nitrogen removal effect during treatment; Figure 4 shows the nitrate nitrogen removal effect during treatment; Figure 5 shows the nitrite nitrogen removal effect during treatment; Figure 6 shows the total nitrogen removal effect during treatment; Figure 7 shows the total phosphorus removal effect during treatment; Figure 8 shows the manganese dosage in the second anoxic tank 5 during treatment; and Figure 9 shows the XRD pattern in the second anoxic tank 5 during treatment. After entering the stabilization stage in step S3, COD, ammonia nitrogen, total nitrogen, and total phosphorus decreased from approximately 90 mg / L, 55 mg / L, 60 mg / L, and 5 mg / L to 4.94–6.87 mg / L, 0.048–0.064 mg / L, 0.66–0.70 mg / L, and 0.027–0.039 mg / L, respectively, with removal rates of 92.44%–94.62%, 99.89%–99.92%, 98.84%–98.94%, and 99.27%–99.49%. The average concentrations were 5.47 mg / L, 0.056 mg / L, 0.68 mg / L, and 0.031 mg / L, with average removal rates reaching 94.00%, 99.90%, 98.90%, and 99.42%, respectively. (Effluent COD and NH4...) + -N, TN, and TP are all significantly better than the Class III water quality standard in the "Surface Water Environmental Quality Standard" (GB 3838-2022).

[0068] The methods involved in the above embodiments will be described in detail below from the perspective of principles.

[0069] To address the shortcomings of existing urban wastewater treatment methods, such as insufficient carbon, nitrogen, and phosphorus removal rates, high operating costs, and lack of resource recovery, a new urban wastewater treatment method based on EGSB synergistic anaerobic ammonia oxidation enhanced AOOA-FBBR was developed. The function of EGSB1 is to anaerobicly ferment approximately 75% of the organic matter in urban wastewater and the organic matter in the backwash effluent (collectively referred to as influent) to produce biogas, recover energy, and improve the biodegradability of organic matter. Polyurethane sponge packing material with a mesh structure and extremely high specific surface area is added to EGSB1. The biofilm attached to the packing material also has an extremely high specific surface area, capable of adsorbing a large amount of dissolved organic matter in the influent; the mesh structure of the packing material can efficiently intercept suspended organic matter in the influent, thereby rapidly separating organic matter from wastewater and significantly reducing the hydraulic retention time of EGSB1. Urban sewage and backwash effluent enter from the bottom of the EGSB1, where the organic matter concentration is high. Consequently, the biofilm on the packing material is thicker, and a large amount of packing material deposits at the bottom of the EGSB1, forming a suspended organic matter interception layer, which further intercepts suspended organic matter. In the middle and upper parts of the EGSB1, the organic matter concentration in the influent is significantly reduced, and the biofilm on the packing material is thinner, keeping the packing material in a suspended state, which can fully adsorb easily degradable organic matter. The self-recirculation of the EGSB1 increases the flow velocity in the cross-section of the EGSB1, blowing off the biogas bubbles produced by anaerobic microorganisms on the bottom packing material without disturbing the packing material; this keeps the packing material in a suspended state, fully adsorbing easily degradable organic matter. In EGSB1, hydrolytic acidifying bacteria, hydrogen-producing acetic acid bacteria, and methanogens were inoculated (first, hydrolytic acidifying bacteria were inoculated once every 7 days, 300 mL each time, with a bacterial concentration of 5-7 g / L, for a total of 4 inoculations; during the third inoculation of hydrolytic acidifying bacteria, hydrogen-producing acetic acid bacteria were simultaneously inoculated once every 5 days, 400 mL each time, with a bacterial concentration of 7-9 g / L, for a total of 4 inoculations; during the third inoculation of hydrogen-producing acetic acid bacteria, methanogens were simultaneously inoculated once every 7 days, 500 mL each time, with a bacterial concentration of 8-10 g / L, for a total of 5 inoculations). The hydrolytic acidifying bacteria first hydrolyze and acidify the organic matter in the influent into smaller organic molecules. Then, the hydrogen-producing acetic acid bacteria converted the smaller organic molecules into hydrogen and acetic acid, producing CO2. Finally, the methanogens converted acetic acid and hydrogen into methane. During the hydrolysis and acidification process, some organic nitrogen was converted into ammonia nitrogen through ammonification. The biogas produced (mainly methane) is released in the form of bubbles, and the EGSB1's own three-phase separator can efficiently complete the gas-liquid-solid separation. In addition, EGSB1 can significantly improve the biodegradability of organic matter in urban sewage.

[0070] The main function of AOOA-FBBR enhanced by anaerobic ammonia oxidation is to efficiently remove ammonia nitrogen, total nitrogen, and total phosphorus, and further remove COD.

[0071] In the upper filter media of the first anoxic tank 2, denitrifying bacteria, AOB, and NOB were cultivated and acclimatized (firstly, AOB was inoculated once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations; during the second AOB inoculation, NOB was simultaneously inoculated, once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations; during the fourth NOB inoculation, denitrifying bacteria were simultaneously inoculated, once every 4 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations). Through acclimatization, denitrifying bacteria, AOB, and NOB were made able to coexist. AOB uses the dissolved oxygen carried in the returned nitrifying liquid to oxidize ammonia nitrogen in the effluent of EGSB1 to nitrite nitrogen, and NOB further oxidizes nitrite nitrogen to nitrate nitrogen. The denitrifying bacteria use the easily degradable organic matter in the effluent of EGSB1 as a carbon source to denitrify the nitrate nitrogen and nitrite nitrogen in the reflux nitrification liquid and the nitrate nitrogen and nitrite nitrogen generated in the first anoxic tank 2 into nitrogen gas.

[0072] In the lower filter media of the first anoxic tank 2, hydrolytic bacteria, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria were cultivated and acclimated (firstly, hydrolytic bacteria were inoculated, once every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations; when hydrolytic bacteria were inoculated for the second time, denitrifying bacteria were simultaneously inoculated, once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations; on day 159, anaerobic ammonia oxidizing bacteria were inoculated, once every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations). Through acclimation, hydrolytic bacteria, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria were allowed to coexist. The hydrolytic bacteria hydrolyzed the recalcitrant organic matter and dead microorganisms in the EGSB1 effluent into easily degradable organic matter, providing a carbon source for the denitrifying bacteria to denitrify nitrate nitrogen to nitrite nitrogen. Anaerobic ammonia oxidizing bacteria use ammonia nitrogen in the influent as an electron donor to reduce nitrite nitrogen produced by denitrification of nitrate nitrogen and nitrite nitrogen produced by short-cut nitrification of ammonia nitrogen to nitrogen gas. In addition, some nitrite nitrogen is further denitrified to nitrogen gas by denitrifying bacteria. In the upper filter media of the first anoxic tank 2, denitrification, short-cut nitrification, and nitrification mainly occur, while in the lower filter media of the first anoxic tank 2, hydrolysis, short-cut denitrification, anaerobic ammonia oxidation, and denitrification mainly occur. In the first anoxic tank 2, COD decreased from 91.22 mg / L to 12.71 mg / L, with a removal rate of 86.07%; ammonia nitrogen decreased from 56.89 mg / L to 3.90 mg / L, with a removal rate of 93.14%; and total nitrogen decreased from 61.70 mg / L to 7.57 mg / L, with a removal rate of 87.74%. The high efficiency of ammonia nitrogen removal indicates the occurrence of short-cut nitrification and nitrification, while the high efficiency of total nitrogen removal indicates the occurrence of denitrification and anaerobic ammonium oxidation. Furthermore, the actual consumption of COD is only 1.45 mg / L per 1 mg / L of total nitrogen removed, far less than the theoretical value (2.86 mg COD / mg total nitrogen). This is because some total nitrogen is removed through short-cut nitrification-anaerobic ammonium oxidation, short-cut denitrification-anaerobic ammonium oxidation, and short-cut nitrification-denitrification. In addition, dead microorganisms also provide a carbon source. In the first anoxic tank 2, municipal wastewater flows from top to bottom through the filter media layer, forming different dominant bacterial communities at different filter media layer heights. This is beneficial for the hydrolysis of recalcitrant organic matter and the high efficiency of nitrogen removal.

[0073] In the first aerobic tank 3, urban sewage flows upward through the filter media layer, controlling dissolved oxygen at 0.2-0.3 mg / L (start-up stage two). Since the dissolved oxygen is completely consumed in the first anoxic tank 2, when the effluent from the first anoxic tank 2 enters the first aerobic tank 3, it contains no dissolved oxygen, and the water flow rises in the same direction as the aeration bubbles, meaning that the dissolved oxygen gradually increases along the filter media layer of the first aerobic tank 3. In the lower filter media of the first aerobic tank 3, hydrolytic bacteria, AOB, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria were cultivated and acclimatized (firstly, AOB was inoculated once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations; when AOB was inoculated for the third time, hydrolytic bacteria were inoculated simultaneously, once every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations; when hydrolytic bacteria were inoculated for the third time, denitrifying bacteria were inoculated simultaneously, once every 4 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations; on day 159, anaerobic ammonia oxidizing bacteria were inoculated once every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations). Through acclimatization, hydrolytic bacteria, AOB, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria were enabled to coexist. Hydrolyzing bacteria further hydrolyze the recalcitrant organic matter in the effluent of the first anoxic tank 2 and the dead microorganisms in the first aerobic tank 3, providing a carbon source for short-cut denitrification. Denitrifying bacteria use the hydrolysis products to reduce nitrate nitrogen in the effluent of the first anoxic tank 2 to nitrite nitrogen. Anaerobic ammonia oxidizing bacteria use ammonia nitrogen in the effluent of the first anoxic tank 2 as an electron donor to reduce the nitrite nitrogen produced by short-cut denitrification and the nitrite nitrogen in the effluent of the first anoxic tank 2 to nitrogen gas. Some of the nitrite nitrogen is further denitrified to nitrogen gas by the denitrifying bacteria. Simultaneously, AOB utilizes trace amounts of dissolved oxygen to oxidize ammonia nitrogen to nitrite nitrogen. Hydrolysis, short-cut denitrification, anaerobic ammonia oxidation, short-cut nitrification, and denitrification reactions occur in the lower filter bed of the first aerobic tank 3. AOB, NOB, and anaerobic ammonia oxidizing bacteria were cultured and acclimated in the upper filter media of the first aerobic tank 3 (AOB was inoculated first, once every 5 days, 300 mL each time, bacterial concentration 3-5 g / L, for a total of 4 inoculations; when AOB was inoculated for the third time, NOB was inoculated simultaneously, once every 5 days, 300 mL each time, bacterial concentration 3-5 g / L, for a total of 4 inoculations; on day 159, anaerobic ammonia oxidizing bacteria were inoculated, once every 7 days, 300 mL each time, bacterial concentration 3-5 g / L, for a total of 5 inoculations). Through acclimation, AOB, NOB, and anaerobic ammonia oxidizing bacteria were allowed to coexist. AOB used dissolved oxygen to oxidize ammonia nitrogen in the effluent of the first anoxic tank 2 to nitrite nitrogen. Anaerobic ammonia oxidizing bacteria used ammonia nitrogen in the effluent of the first anoxic tank 2 as an electron donor to reduce the nitrite nitrogen produced by short-cut nitrification to nitrogen gas. NOB further oxidized some of the produced nitrite nitrogen to nitrate nitrogen. Short-cut nitrification, short-cut nitrification anaerobic ammonia oxidation, and nitrification reactions occur in the upper filter layer of the first aerobic tank 3.In the first aerobic tank 3, only 1.47 mg / L of COD was actually consumed to remove 1 mg / L of total nitrogen, confirming that part of the total nitrogen was removed through short-cut nitrification anaerobic ammonium oxidation, short-cut denitrification anaerobic ammonium oxidation, and short-cut nitrification denitrification.

[0074] To improve the nitrification effect in the second aerobic tank 4, the dissolved oxygen was increased to 0.7-0.9 mg / L, which inhibits the growth of anaerobic ammonia-oxidizing bacteria. In the second aerobic tank 4, AOB, NOB, hydrolytic bacteria, and denitrifying bacteria were cultivated and acclimatized using filter media (AOB was first inoculated, once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations; when AOB was inoculated for the third time, NOB was inoculated simultaneously, once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations; when NOB was inoculated for the third time, hydrolytic bacteria were inoculated simultaneously, once every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations; when hydrolytic bacteria were inoculated for the third time, denitrifying bacteria were inoculated simultaneously, once every 4 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations). Through acclimatization, AOB, NOB, hydrolytic bacteria, and denitrifying bacteria (including aerobic denitrifying bacteria) were enabled to coexist. AOB utilizes dissolved oxygen to oxidize ammonia nitrogen in the effluent of the first aerobic tank 3 to nitrite nitrogen, while NOB further oxidizes the generated nitrite nitrogen to nitrate nitrogen. In the second aerobic tank 4, a localized anoxic microenvironment exists, such as the inner layer of the biofilm and uneven dissolved oxygen distribution within the filter layer. In these anoxic areas, hydrolytic bacteria can further hydrolyze the recalcitrant organic matter in the effluent of the first aerobic tank 3 and the dead microorganisms in the second aerobic tank 4, providing a carbon source for short-cut nitrification and denitrification. Denitrifying bacteria utilize the hydrolysis products to denitrify nitrate and nitrite nitrogen into nitrogen gas. Aerobic denitrifying bacteria can denitrify nitrate and nitrite nitrogen into nitrogen gas even in the presence of dissolved oxygen. In the second aerobic tank 4, only 0.86 mg / L of COD is consumed to remove 1 mg / L of total nitrogen, confirming that most of the total nitrogen is removed through short-cut nitrification and denitrification, and that dead microorganisms provide a large amount of carbon source.

[0075] The total nitrogen in the effluent from the second aerobic tank 4 was only 3.34 mg / L, including 1.42 mg / L organic nitrogen, 1.35 mg / L nitrate nitrogen, 0.35 mg / L ammonia nitrogen, and 0.20 mg / L nitrite nitrogen. In the second anoxic tank 5, municipal sewage flows upwards through the filter media layer. Since the dissolved oxygen in the second aerobic tank 4 is 0.7-0.9 mg / L, the dissolved oxygen in the influent to the second anoxic tank 5 is also 0.7-0.9 mg / L. The dissolved oxygen is gradually depleted as it rises through the filter media layer in the second anoxic tank 5. In the lower filter media of the second anoxic tank 5, AOB and anaerobic ammonia oxidizing bacteria were cultured and acclimated (AOB was inoculated first, once every 5 days, 300 mL each time, bacterial concentration 3-5 g / L, for a total of 4 inoculations; on day 159, anaerobic ammonia oxidizing bacteria were inoculated, once every 7 days, 300 mL each time, bacterial concentration 3-5 g / L, for a total of 5 inoculations), and AOB and anaerobic ammonia oxidizing bacteria were allowed to coexist through acclimation. AOB utilizes the dissolved oxygen carried in the effluent of the second aerobic tank 4 to oxidize ammonia nitrogen in the effluent of the second aerobic tank 4 to nitrite nitrogen. Anaerobic ammonia oxidizing bacteria use ammonia nitrogen in the effluent of the second aerobic tank 4 as an electron donor to reduce nitrite nitrogen and nitrite nitrogen produced by short-cut nitrification in the effluent of the second aerobic tank 4 to nitrogen gas. That is, short-cut nitrification and anaerobic ammonia oxidation, and short-cut nitrification reactions occur in the lower filter media layer of the second anoxic tank 5.

[0076] In the upper filter media of the second anoxic tank 5, hydrolytic bacteria, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria were cultured and acclimated (first, hydrolytic bacteria were inoculated once every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations; when hydrolytic bacteria were inoculated for the 3rd time, denitrifying bacteria were inoculated at the same time, once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations; on day 159, anaerobic ammonia oxidizing bacteria were inoculated once every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations). Through acclimation, hydrolytic bacteria, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria were allowed to coexist. Hydrolyzing bacteria further hydrolyze the recalcitrant organic matter in the effluent of the second aerobic tank 4 and the dead microorganisms in the second aerobic tank 4, providing a carbon source for short-cut denitrification and an electron donor (ammonia nitrogen) for anaerobic ammonia oxidation. Denitrifying bacteria use the hydrolysis products as a carbon source to denitrify nitrate nitrogen to nitrite nitrogen, while anaerobic ammonia oxidizing bacteria use the ammonia nitrogen produced during the hydrolysis of organic nitrogen as an electron donor to reduce the nitrite nitrogen in the effluent of the second aerobic tank 4 and the nitrite nitrogen produced by short-cut denitrification to nitrogen gas, achieving efficient removal of total nitrogen. That is, short-cut denitrification, anaerobic ammonia oxidation, hydrolysis, ammonification, and short-cut denitrification reactions occur in the middle and upper filter layer of the second anoxic tank 5.

[0077] To enable phosphorus recovery, manganese-oxidizing bacteria were inoculated into the second anoxic tank 5, and Mn was added. 2+ PO4 3- With added Mn 2+A precipitation reaction occurs, forming Mn3(PO4)2, which adheres to the filter media. Phosphorus is recovered, and the filter media and Mn are reused. 2+ The recycling process is as follows: ① Take an appropriate amount of mature filter media, dissolve the Mn3(PO4)2 adhering to the surface of the filter media with dilute HCl, and filter to separate the solution from the filter media; recover phosphorus by adding NaOH to the solution to regenerate Mn3(PO4)2 precipitate. ② Use Fe 2+ (FeSO4) reduction removes the bio-manganese oxides attached to the surface of the above filter media, and adds the MnSO4-containing mixed solution to the influent to achieve manganese recycling; ③ The above mature filter media is reused after ultrasonic removal of residual microorganisms and Fe(OH)3 on its surface.

[0078] Based on the above-described preferred embodiments of the present invention, and through the foregoing description, those skilled in the art can make various changes and modifications without departing from the inventive concept. The technical scope of this invention is not limited to the contents of the specification, but must be determined according to the scope of the claims.

Claims

1. A method for treating urban wastewater based on EGSB synergistic anaerobic ammonium oxidation enhanced AOA-FBBR, characterized in that, The methods include: Step S1, Preparation of the processing device: Polyurethane sponge filler is filled in EGSB(1), and quartz sand filter media is filled in the first anoxic tank (2), the first aerobic tank (3), the second aerobic tank (4), and the second anoxic tank (5) of AOOA-FBBR respectively. Water enters from the lower end of EGSB(1), and the upper end is connected to the upper end of the first anoxic tank (2). The lower end of the first anoxic tank (2) is connected to the lower end of the first aerobic tank (3). The upper end of the first aerobic tank (3) is connected to the upper end of the second aerobic tank (4). The lower end of the second aerobic tank (4) is connected to the lower end of the second anoxic tank (5). An outlet is set at the upper end of the second anoxic tank (5). Nitrified liquid flows back from the second aerobic tank (4) to the first anoxic tank (2). The first anoxic tank (2), the first aerobic tank (3), and the second aerobic tank (4) are backwashed at a preset cycle. The backwash water is pumped into EGSB(1) from the lower end of EGSB(1). Step S2, Startup Phase: Start-up phase 1: Hydrolyzing acidifying bacteria, hydrogen-producing acetic acid bacteria and methanogenic bacteria are inoculated in EGSB (1). Hydrolyzing bacteria, AOB, NOB and denitrifying bacteria are inoculated in the first anoxic tank (2), the first aerobic tank (3), the second aerobic tank (4) and the second anoxic tank (5). The dissolved oxygen in the first aerobic tank (3) and the second aerobic tank (4) is 0.7-0.9 mg and 1.8-2.2 mg / L, respectively. Start-up Phase Two: After the effluent from the second anoxic tank (5) stabilizes, the dissolved oxygen in the first aerobic tank (3) and the second aerobic tank (4) decreases to 0.2-0.3 mg / L and 0.7-0.9 mg / L, respectively. Anaerobic ammonia-oxidizing bacteria are then inoculated into the first anoxic tank (2), the first aerobic tank (3), and the second anoxic tank (5), respectively. When the total nitrogen in the effluent from the second aerobic tank (4) decreases to below 4 mg / L, manganese-oxidizing bacteria are inoculated into the second anoxic tank (5), and Mn is added. 2+ ; Step S3: After the water from the second anoxic tank (5) stabilizes again, the process enters the stabilization phase.

2. The urban wastewater treatment method based on EGSB synergistic anaerobic ammonium oxidation enhanced AOA-FBBR according to claim 1, characterized in that, Inoculate EGSB(1) with hydrolytic acidifying bacteria, hydrogen-producing acetic acid-producing bacteria, and methanogenic bacteria, specifically including: First, inoculate with hydrolytic acidifying bacteria, once every 7 days, 300 mL each time, with a bacterial concentration of 5-7 g / L, for a total of 4 inoculations; When inoculating with hydrolytic acidifying bacteria for the third time, hydrogen-producing and acetic acid-producing bacteria should be inoculated at the same time. Inoculate once every 5 days, each time with 400 mL of bacterial solution and a bacterial concentration of 7-9 g / L, for a total of 4 inoculations. When inoculating with hydrogen-producing and acetic-producing bacteria for the third time, methanogens should also be inoculated at the same time. Inoculate once every 7 days, each time with 500 mL of bacterial solution at a concentration of 8-10 g / L, for a total of 5 inoculations.

3. The urban wastewater treatment method based on EGSB synergistic anaerobic ammonium oxidation enhanced AOA-FBBR according to claim 1, characterized in that, EGSB(1) has its own reflux.

4. The urban wastewater treatment method based on EGSB synergistic anaerobic ammonium oxidation enhanced AOA-FBBR according to claim 1, characterized in that, Bacteria were inoculated in the first anoxic tank (2), the first aerobic tank (3), and the second anoxic tank (5), specifically as follows: In the first anoxic tank (2), denitrifying bacteria, AOB, and NOB were cultured and acclimated in the upper filter media, and hydrolyzing bacteria, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria were cultured and acclimated in the lower filter media. In the first aerobic tank (3), hydrolytic bacteria, AOB, denitrifying bacteria and anaerobic ammonia oxidizing bacteria are cultured and acclimated in the lower filter media, and AOB, NOB and anaerobic ammonia oxidizing bacteria are cultured and acclimated in the upper filter media. In the second anoxic tank (5), AOB and anaerobic ammonia oxidizing bacteria were cultured and acclimated in the lower filter media, and hydrolytic bacteria, denitrifying bacteria and anaerobic ammonia oxidizing bacteria were cultured and acclimated in the upper filter media.

5. The urban wastewater treatment method based on EGSB synergistic anaerobic ammonium oxidation enhanced AOA-FBBR according to claim 4, characterized in that, In the upper filter media of the first anoxic tank (2), denitrifying bacteria, AOB, and NOB were cultured and acclimatized; specifically including: First, inoculate with AOB (Anaerobic Obliterans) every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. When inoculating AOB for the second time, simultaneously inoculate with NOB (Nutritional Obliterans), every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. When inoculating NOB for the fourth time, simultaneously inoculate with denitrifying bacteria, every 4 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations. In the lower filter media of the first anoxic tank (2), hydrolytic bacteria, denitrifying bacteria, and anaerobic ammonia-oxidizing bacteria are cultivated and acclimated; specifically including: First, inoculate with hydrolytic bacteria, once every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. When the hydrolytic bacteria are inoculated for the second time, simultaneously inoculate with denitrifying bacteria, once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations. After entering the second initiation phase, inoculate with anaerobic ammonia oxidizing bacteria, once every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations.

6. The urban wastewater treatment method based on EGSB synergistic anaerobic ammonium oxidation enhanced AOA-FBBR according to claim 4, characterized in that, In the lower filter media of the first aerobic tank (3), hydrolytic bacteria, AOB, denitrifying bacteria, and anaerobic ammonia oxidizing bacteria are cultivated and acclimatized; specifically including: First, inoculate with AOB (Anaerobic Oxygen-Oxygenating Bacteria) every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. During the third AOB inoculation, simultaneously inoculate with hydrolytic bacteria, every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. During the third hydrolytic bacteria inoculation, simultaneously inoculate with denitrifying bacteria, every 4 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations. After entering the second initiation phase, inoculate with anaerobic ammonia-oxidizing bacteria, every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. AOB, NOB, and anaerobic ammonia-oxidizing bacteria were cultured and acclimated in the upper filter media of the first aerobic tank (3); specifically including: First, inoculate with AOB (Anaerobic Ammonium Oxidizer) every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. When AOB is inoculated for the third time, NOB (Negative Ammonium Oxidizer) is inoculated at the same time, every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. After entering the second initiation phase, inoculate with anaerobic ammonia oxidizing bacteria, every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations.

7. The urban wastewater treatment method based on EGSB synergistic anaerobic ammonium oxidation enhanced AOA-FBBR according to claim 4, characterized in that, AOB and anaerobic ammonia-oxidizing bacteria were cultured and acclimated in the lower filter media of the second anoxic tank (5); specifically including: First, inoculate with AOB (Anaerobic Ammonium Oxidizer) every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations; after entering the second initiation phase, inoculate with anaerobic ammonia oxidizing bacteria every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. In the upper filter media of the second anoxic tank (5), hydrolytic bacteria, denitrifying bacteria, and anaerobic ammonia-oxidizing bacteria are cultivated and acclimated; specifically including: First, inoculate with hydrolytic bacteria, once every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. When the hydrolytic bacteria are inoculated for the 3rd time, denitrifying bacteria are inoculated at the same time, once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations. After entering the second initiation stage, inoculate with anaerobic ammonia oxidizing bacteria, once every 7 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations.

8. The urban wastewater treatment method based on EGSB synergistic anaerobic ammonium oxidation enhanced AOA-FBBR according to claim 1, characterized in that, In the second aerobic tank (4), hydrolyzing bacteria, AOB, NOB, and denitrifying bacteria were inoculated; specifically including: First, inoculate with AOB (Acid-Oxygenated Bacteria), once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. When inoculating AOB for the third time, simultaneously inoculate with NOB (Nutritional Bacteria), once every 5 days, 300 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 4 inoculations. When inoculating NOB for the third time, simultaneously inoculate with hydrolytic bacteria, once every 5 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 5 inoculations. When inoculating with hydrolytic bacteria for the third time, simultaneously inoculate with denitrifying bacteria, once every 4 days, 400 mL each time, with a bacterial concentration of 3-5 g / L, for a total of 3 inoculations.

9. The urban wastewater treatment method based on EGSB synergistic anaerobic ammonium oxidation enhanced AOA-FBBR according to claim 1, characterized in that, In the second phase of the start-up, manganese-oxidizing bacteria were inoculated into the second anoxic tank (5), and Mn was added. 2+ At that time, the dosage was 27.5 mg / L Mn 2+ .

10. The urban wastewater treatment method based on EGSB synergistic anaerobic ammonium oxidation enhanced AOA-FBBR according to claim 1, characterized in that, The nitrification liquid is returned from the second aerobic tank (4) to the first anoxic tank (2) at a rate of 200%.

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