HJ 2010-2011Film biological wastewater treatment engineering and technical specifications (English PDF)

3.1 Membrane biological process

Refers to the combination of biological reaction and membrane separation, using membrane as separation medium instead of conventional gravity sedimentation to obtain water, and can change the reverse A wastewater treatment method that should be processed and improved in reaction efficiency, referred to as the MBR method.

3.2 Membrane unit membrane unit

Refers to a basic water treatment unit assembled from a membrane module, a gas supply device, a water collection device, a frame, etc., in a membrane biological wastewater treatment project.

A membrane device that performs solid-liquid separation.

3.3 Immersed membrane biological treatment system

The membrane module is immersed in the biological reaction tank, the pollutants are biochemically reacted in the biological reaction tank, and the membrane is used for solid-liquid separation equipment.

Or system. Negative pressure water can be used, or hydrostatic water can be used to produce water. Referred to as S-MBR.

3.4 External membrane biological treatment system

The membrane module and the bioreactor are arranged separately, and the activated sludge mixture in the bioreactor is pumped into the membrane assembly for solid-liquid separation.

Equipment or system. The produced water is discharged or treated in depth, and the concentrated muddy water mixture is returned to the circulating concentration tank or the biological reaction tank to form a cycle. simple Called R-MBR.

3.5 Ultra-fine screen Ultra-fine screen

Refers to a grid with a grid hole diameter or a gate gap of less than 2 mm.

3.6 Membrane biological process tank Membrane biological process tank

A structure for installing a membrane assembly and simultaneously performing sewage biological treatment and membrane separation.

3.7 Off-line cleaning (recovery chemical cleaning)

Refers to the process of removing the membrane organizer from the membrane pool, immersing it in a chemical solution for cleaning, and removing membrane contaminants.

3.8 On-off ratio than On-off ratio the ratio of the on time to the stop time in one operating cycle of the finger set.

3.9 Membrane integrity inspection membrane breakage inspection

Refers to the detection method used to judge film leakage. See Appendix A.

3.10 Membrane fouling

The deposition of certain components in the feed liquid on the surface of the membrane or in the pores of the membrane results in a decrease in membrane performance.

3.11 Membrane leakage

Refers to the phenomenon that the quality of the effluent is affected due to leakage of the membrane assembly joint or rupture or fracture of the membrane pore.

3.12 Anti-oxidation of membrane

Refers to the ability of membrane materials to oxidize antioxidants.

3.13 Membrane flux

Refers to the amount of water passing through the membrane area per unit time. The unit is m3/m2·h or L/m2·h.

4.1 Design flow

4.1.1 Urban sewage design flow

4.1.1.1 The design flow rate of urban dry flow sewage shall be calculated according to formula (1); the design flow rate of urban combined sewage shall be calculated according to formula (2).

Q = Qd Qm (1)

Q = Qd Qm Qs (2)

In the formula.

Q -- Urban sewage design flow, L/s;

Qd -- Integrated domestic sewage design flow, L/s;

Qm -- Industrial wastewater design flow rate, L/s discharged into the municipal pipe network.

Qs -- Rainwater design flow, L/s.

4.1.1.2 The integrated domestic sewage design flow is the product of the service population and the corresponding integrated domestic sewage quota. Integrated domestic sewage quota According to the local water quota, combined with the level of the water supply and drainage facilities inside the building and the popularity of the drainage system, etc., according to the local phase 90% of the water quota is designed.

4.1.1.3 The coefficient of variation of the integrated domestic sewage volume should be determined according to the actual domestic sewage volume change data.

Can take the value according to Table 1.

Table 1 Coefficient of variation of integrated domestic sewage

Average daily flow (L/s) 5 15 40 70 100.200 500 >=1000 Change factor 2.3 2.0 1.8 1.7 1.6 1.5 1.4 1.3

4.1.1.4 The design flow rate of industrial wastewater discharged into the municipal pipe network shall be based on the discharge of industrial pollution source wastewater within the coverage of urban municipal drainage system.

Statistics are confirmed.

4.1.1.5 The design flow of rainwater refers to the relevant provisions of GB 50014.

4.1.1.6 In areas with high groundwater levels, the amount of infiltration groundwater should be considered. The amount of infiltration groundwater should be determined based on actual measured data.

4.1.2 Industrial wastewater design flow

4.1.2.1 Industrial wastewater design flow rate shall be designed according to the actual wastewater flow measured by the total discharge port of the plant or industrial park. Test method should be consistent HJ/T 91 regulations.

4.1.2.2 The change of industrial wastewater flow rate should be measured according to the characteristics of the process. If you can't get the actual measurement data, you can refer to the current industry in the country.

The relevant provisions on water consumption are determined by discount. Or based on the same industry scale with the same process and existing plant drainage data analogy.

4.1.2.3 When industrial wastewater is combined with domestic sewage, the amount of domestic sewage in the factory or industrial park shall be determined in accordance with GB 50015.

Relevant regulations.

4.1.2.4 The design flow rate of the centralized sewage treatment plant in the industrial park can refer to the method for determining the design flow of urban sewage.

4.1.3 Design flow of different structures

4.1.3.1 Membrane biological method The design flow rate of sewage treatment structures shall be calculated separately. When the sewage is self-flowing, it is set at the highest date.

Calculate the flow rate; when the sewage is lifted in, it is determined according to the maximum combined flow of the working water pump and the water distribution capacity of the pipe.

4.1.3.2 The design flow rate of the combined sewage treatment structure shall comply with the following provisions.

a) Lifting pump station, grille and grit chamber should be calculated according to the combined flow design;

b) The primary sedimentation tank should be calculated according to the amount of dry sewage, and the flow rate should be checked by the combined flow design. The sedimentation time of the check should not be less than 30 min;

c) Membrane bioreactor should be calculated by increasing the amount of dry sewage by 10% to 20%.

d) The sludge treatment system should be calculated according to the amount of dry sewage.

4.1.3.3 Pipes and channels should be calculated according to the amount of combined sewage.

4.2 Design water quality

4.2.1 The design water quality of urban domestic sewage can be determined by referring to GB 50014.

4.2.2 The design water quality of industrial wastewater can be determined by the weighted average of the continuous sampling and testing data at 120h of the total discharge port;

Refer to the emissions data of similar companies for determination.

4.2.3 The inlet water of the membrane bioreactor should meet the following limits.

The chemical oxygen demand (COD) is less than 500mg/L; the five-day biochemical oxygen demand (BOD5) is less than 300mg/L; the suspended solids (TSS) is less than 150 mg/L; ammonia nitrogen less than 50 mg/L; animal and vegetable oil (n-Hex) less than 30 mg/L and mineral oil (n-Hex) less than 3 mg/L; pH 6 ~ 9.

For sewage that does not meet the above water quality requirements, it should be pretreated.

6.1 General requirements

6.1.1 Membrane biological method The effluent quality of wastewater treatment project should meet the national and local emission standards and relevant standards for water reuse.

6.1.2 The type of process of the membrane biological method should be selected according to the nature of the sewage and the concentration of the pollutant. For sewage that is prone to membrane fouling, it is advisable to use External membrane biological treatment system.

6.1.3 For sewage treatment projects with large changes in water quality and/or water volume, facilities for regulating water quality and/or water volume should be provided.

6.1.4 The chemical phosphorus removal device shall be selected according to the requirements of phosphorus discharge from the water.

6.1.5 The design of the inlet pump house, grille, grit chamber and primary settling tank shall comply with the provisions of GB 50014.

6.1.6 The removal efficiency of COD, BOD5, SS and ammonia nitrogen in the membrane biological treatment system should be 90%, 95%, 99% and 90% respectively.

6.2 Pretreatment and pretreatment

6.2.1 The membrane biological treatment system should be equipped with an ultra-fine grid.

6.2.2 When the sewage contains hair and there are many fabric fibers, a hair collector should be provided.

6.2.3 When the BOD5/COD of wastewater is less than 0.3, measures to improve the biodegradability of wastewater should be adopted.

6.2.4 Before entering the membrane bioreactor, the sewage must be removed from hard objects such as sharp particles.

6.3 Process design

6.3.1 Submerged Membrane Biological Wastewater Treatment System

6.3.1.1 Membrane biological wastewater treatment process for removing carbon source pollutants, see Figure 1.

Sewage pretreatment membrane bioreactor post-treatment reuse/emission Aeration Membrane cleaning system Excess sludge discharge

Figure 1 Process flow chart of membrane biological method for removing carbon source pollutants

6.3.1.2 Membrane biological wastewater treatment process based on denitrification, see Figure 2.

Sewage pretreatment anoxic-membrane bioreactor post-treatment reuse/emission Membrane cleaning system Aeration excess sludge discharge sludge backflow

Figure 2 Flow chart of membrane biological process based on denitrification

6.3.1.3 Membrane biological wastewater treatment process for simultaneous nitrogen and phosphorus removal, see Figure 3.

Membrane cleaning system

Figure 3 Flow chart of the membrane biological process for simultaneous nitrogen and phosphorus removal

6.3.2 External (sub)-based membrane biological wastewater treatment system

6.3.2.1 External (sub)-based membrane biological wastewater treatment process, see Figure 4.

Sewage pretreatment anoxic-membrane bioreactor post-treatment reuse/emission Aeration excess sludge discharge sludge backflow Anaerobic pool Sewage grille aerobic tank circulating concentration tank clear water pool reuse/discharge Membrane cleaning system Aeration excess sludge discharge Anaerobic/anoxic pool regulating cell membrane assembly Concentrated muddy water mixture

Figure 4 External membrane biological process flow chart

6.3.3 Design and calculation of submerged membrane bioreactor

6.3.3.1 The effective volume of the submerged membrane bioreactor can be calculated according to formulas (3) and (4).

SSQ

(4) Xv = X·f

In the formula.

V -- effective volume of the membrane bioreactor, m3;

Q -- design flow rate of membrane bioreactor, m3/d;

So -- the biochemical oxygen demand of the membrane bioreactor for 5 days, mg/L;

Se -- membrane bioreactor effluent five days biochemical oxygen demand, mg/L;

Ls -- 5-day biochemical oxygen demand sludge load of membrane bioreactor, kgBOD5/(kgMLVSS·d);

The average concentration of mixed liquid suspended solids (MLSS) in the X-membrane bioreactor, gMLSS/L;

f -- the ratio of the average concentration of volatile suspended solids in the mixture in the membrane bioreactor to the average concentration of suspended solids (MLVSS/MLSS), urban sewage is generally taken from 0.7 to 0.8, and industrial wastewater should be determined through tests or by reference to similar projects;

XV - Mean concentration of volatile suspended solids in the mixture in the membrane bioreactor, gMLVSS/L.

Note. The volume calculation of the biochemical reaction tank with denitrification requirements refers to GB 50014.

6.3.3.2 The hydraulic retention time of the submerged membrane bioreactor should be calculated according to formula (5).

24V

In the middle

t -- hydraulic retention time (HRT), h;

V -- effective volume of the membrane bioreactor, m3;

Q -- Design flow rate of membrane bioreactor, m3/d.

6.3.3.3 Submerged membrane bioreactor The design parameters such as sludge load and sludge concentration shall be determined by experiment. When there is no test data, press

Table 2 is selected.

Table 2 Design parameters of submerged membrane biological wastewater treatment

Membrane type sludge load kgBOD5/(kgMLSS·d) mixed liquid suspended solids (mg/L) membrane pressure difference (kPa) Hollow fiber membrane 0.05~0.15 6000~12000 0~60 Flat membrane 0.05~0.15 6000~20000 0~20

6.3.3.4 The ultra-high membrane of the submerged membrane bioreactor should be 0.5m~1.0m; the design water temperature of the bioreactor should be 12°C~38 °C, north Measures to maintain insulation or increase temperature in winter in the Fang area shall comply with the provisions of GB 50014.

6.3.3.5 The design of the aeration system of the submerged membrane bioreactor should meet the following requirements.

a) The air required for the membrane bioreactor is supplied by a blower, and the air is fed into the aeration pipe network through the intake pipe;

b) Membrane bioreactor should adopt aeration method combining jet aeration and perforated aeration, or use perforated aeration and microporous exposure Combined aeration method;

c) The aeration pipe network should be evenly arranged under the membrane organizer, the aeration pipe should be sealed and connected, and there is no debris in the pipeline;

d) The amount of air required for membrane surface cleaning shall be determined by testing.

6.3.3.6 Simultaneous nitrogen and phosphorus removal immersion-type anoxic-membrane biological wastewater treatment system, the process parameters shall meet the following requirements.

a) The anaerobic tank sludge concentration should be 20g/L ~ 25g/L; the dissolved oxygen concentration should be no more than 0.2mg/L.

b) The sludge concentration in the membrane bioreactor should be 6g/L~12g/L; the dissolved oxygen concentration in the membrane tank should be 2.0mg/L, and the dissolved oxygen in the membrane box is concentrated.

The degree is preferably 0.5 mg/L.

c) The sludge reflux ratio is 100% to 500%.

6.3.3.7 Design parameters of external bioreactor volume, hydraulic retention time HRT, sludge load and sludge concentration, aeration system, etc.

According to the immersion membrane biological engineering design, the super high should be 0.3m ~ 0.5m. The membrane system design should refer to the following parameters.

a) Filtering method. cross-flow filtration.

b) The recovery rate of the normal operation of the membrane system is 10% to 15%;

c) the membrane surface flow rate is from 3 m/s to 5 m/s;

d) the membrane flux is 40L/m2·h to 150L/m2·h;

e) the operating pressure is 0.2 MPa to 0.4 MPa;

f) The sludge concentration is from 10 g/L to 40 g/L.

6.3.3.8 External membrane biological circulation concentrate tank shall meet the following requirements.

a) the volume should be able to store the amount of water necessary for the membrane system to operate for 15 minutes;

b) The sludge sedimentation zone shall have a depth of 0.5m to 1.5m. There is a drain pipe at the bottom;

c) the inlet pipe and the concentrated water return pipe are arranged at the upper portion;

d) The inlet of the large flow circulation pump shall be located at the top of the pool – 1m to –2m.

6.3.4 Sludge system

6.3.4.1 The amount of excess sludge can be calculated according to formula (6).

deltaX=YQ(S0 - Se) -KdVX (6) in the middle deltaX-- The amount of excess sludge produced, kg/d;

Y -- the amount of sludge produced by oxidation of 1kg of BOD, kgMLVSS/kg BOD5;

Q -- design flow rate of bioreactor, m3/d;

So -- the biochemical oxygen demand of the membrane bioreactor for 5 days, mg/L;

Se -- membrane bioreactor effluent five days biochemical oxygen demand, mg/L;

Kd - sludge auto-oxidation rate (d-1), which can be taken from 0.04 to 0.075.

V - volume of membrane bioreactor, m3;

X -- average concentration of suspended solids in the mixture in the bioreactor, gMLSS/L.

6.3.4.2 External membrane biological wastewater treatment system, the aeration tank mixture should be discharged directly into the circulating concentration tank. And from the bottom of the circulating concentration tank the department regularly drains mud.

6.3.4.3 Exhaust of excess sludge Flowmeters and s...