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HJ 576-2010

Chinese Standard: 'HJ 576-2010'
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BASIC DATA
Standard ID HJ 576-2010 (HJ576-2010)
Description (Translated English) Technical specifications for Anaerobic-Anoxic-Oxic activated sludge process
Sector / Industry Environmental Protection Industry Standard
Classification of Chinese Standard Z23
Classification of International Standard 13.060.30
Word Count Estimation 26,290
Date of Issue 2010-10-12
Date of Implementation 2011-01-01
Quoted Standard GB 3096; GB 12348; GB 12523; GB 12801; GB 18599; GB 18918; GB 50014; GB 50015; GB 50040; GB 50053; GB 50187; GB 50204; GB 50222; GB 50231; GB 50268; GB 50352; GBJ 16; GBJ 87; GB 50141; GBZ 1; GBZ 2; CJ 3025; CJJ 60; CJ/T 51; HJ/T 91; HJ/T 242; HJ/T 251; HJ/T 252; HJ/T 278; HJ/T 279; HJ/T 283; HJ/T 335; HJ/T 353; HJ/T 354; HJ/T 355
Drafting Organization China Environmental Protection Industry Association (Water Pollution Control Committee)
Regulation (derived from) Department of Environmental Protection Notice No. 73 of 2010
Summary This standard specifies the use of anaerobic anoxic aerobic activated sludge wastewater treatment process design engineering, electrical, detection and control, construction and acceptance, operation and maintenance of the technical requirements. This standard applies to anaerobic aerobic activated sludge anoxic urban sewage and industrial wastewater treatment works, can be used as environmental impact assessment, design, construction, commissioning and operation and management after the completion of the technical basis.

HJ 576-2010
Technical specifications for Anaerobic-Anoxic-Oxic activated sludge process
National Environmental Protection Standard of the People's Republic
Anaerobic-anoxic-aerobic activated sludge process
Sewage treatment engineering technical specifications
Technical specifications for Anaerobic-Anoxic-Oxic
Activated sludge process
Released on.2010-10-12
2011-01-01 Implementation
Ministry of Environmental Protection released
Ministry of Environmental Protection
announcement
No. 73 of.2010
To implement the "Environmental Protection Law of the People's Republic of China" and the "Water Pollution Prevention and Control Law of the People's Republic of China"
Designed and operated, the six standards, such as the Technical Specifications for Brewing Industrial Wastewater Treatment, are now approved as national environmental protection standards and issued.
The standard name and number are as follows.
I. Technical specifications for brewing industrial wastewater treatment engineering (HJ 575-2010)
3. Technical specification for sequencing batch activated sludge treatment wastewater treatment (HJ 577-2010)
4. Technical specification for wastewater treatment engineering of oxidation ditch activated sludge process (HJ 578-2010)
V. Membrane separation method technical specification for sewage treatment engineering (HJ 579-2010)
6. Technical Specifications for Oily Wastewater Treatment Engineering (HJ 580-2010)
The above standards have been implemented since January 1,.2011 and published by the China Environmental Science Press. The standard content can be found on the website of the Ministry of Environmental Protection.
Special announcement.
October 12,.2010
Content
Foreword..iv
1 Scope..1
2 Normative references..1
3 Terms and definitions. 2
4 General requirements..3
5 Design flow and design water quality 3
6 Process Design..5
7 Detection and Control..14
8 electrical..15
9 Construction and acceptance..15
10 Operation and maintenance 18
Appendix A (normative appendix) Main variants and parameters of the AAO method..20
Iv
Foreword
To implement the Law of the People's Republic of China on Water Pollution Prevention and Control, prevent and control water pollution, improve environmental quality, and regulate anaerobic anoxic aerobic active pollution
This standard is formulated for the application of mud method in sewage treatment engineering.
This standard specifies the process design, electrical, testing and control, construction of wastewater treatment engineering using anaerobic-anoxic-aerobic activated sludge process.
Technical requirements for acceptance, operation and maintenance.
Appendix A of this standard is a normative appendix.
This standard is the first release.
This standard was formulated by the Science and Technology Standards Department of the Ministry of Environmental Protection.
This standard is mainly drafted by. China Environmental Protection Industry Association (Water Pollution Control Committee), Machine Development Technology Co., Ltd.,
Beijing Urban Drainage Group Co., Ltd., Beijing Municipal Engineering Design and Research Institute.
This standard was approved by the Ministry of Environmental Protection on October 12,.2010.
This standard has been implemented since January 1,.2011.
This standard is explained by the Ministry of Environmental Protection.
Technical specification for anaerobic-anoxic-aerobic activated sludge wastewater treatment engineering
1 Scope of application
This standard specifies the process design, electrical, detection and control, construction and construction of wastewater treatment engineering using anaerobic anoxic aerobic activated sludge process.
Technical requirements for acceptance, operation and maintenance.
This standard is applicable to urban sewage and industrial wastewater treatment projects using anaerobic anoxic aerobic activated sludge process, which can be used as an environmental impact assessment.
The technical basis for price, design, construction, acceptance and operation and management after completion.
2 Normative references
The contents of this standard refer to the terms in the following documents. For undated references, the valid version applies to this standard.
GB 3096 Acoustic Environmental Quality Standard
GB 12348 Environmental noise emission standards for industrial enterprises
GB 12523 Construction site boundary noise limit
General rules for safety and health requirements of GB 12801 production process
GB 18599 General industrial solid waste storage and disposal site pollution control standards
GB 18918 Pollutant discharge standard for urban sewage treatment plants
GB 50014 Outdoor Drainage Design Code
GB 50015 Building Water Supply and Drainage Design Code
GB 50040 power machine basic design specification
GB 50053 10 kV and below substation design specifications
GB 50187 General Plan for Design of Industrial Enterprises
GB 50204 Concrete Structure Engineering Construction Quality Acceptance Specification
GB 50222 Building interior decoration design fire protection specification
General specification for construction and acceptance of GB 50231 mechanical equipment installation engineering
GB 50268 Water supply and drainage pipeline engineering construction and acceptance specifications
GB 50352 General rules for civil building design
GB J 16 Building Design Fire Code
GB J 87 Industrial Enterprise Noise Control Design Specification
GB 50141 Water supply and drainage structure engineering construction and acceptance specification
GBZ 1 industrial enterprise design hygiene standard
GBZ 2 workplace occupational exposure limit
CJ 3025 Urban sewage treatment plant sewage sludge discharge standard
CJJ 60 Urban Wastewater Treatment Plant Operation, Maintenance and Safety Technical Regulations
CJ/T 51 Standard for urban sewage quality inspection methods
HJ/T 91 Surface Water and Wastewater Monitoring Technical Specifications
HJ/T 242 environmental protection product technical requirements belt press filter for sludge dewatering
HJ/T 251 environmental protection product technical requirements Roots blower
HJ/T 252 environmental protection product technical requirements, microporous aerator
HJ/T 278 environmental protection product technical requirements single-stage high-speed aeration centrifugal blower
HJ/T 279 environmental protection product technical requirements push flow submersible mixer
HJ/T 283 environmental protection product technical requirements chamber filter press and plate and frame filter press
HJ/T 335 environmental protection product technical requirements sludge concentration belt dewatering machine
HJ/T 353 Water Pollution Source Online Monitoring System Installation Technical Specification (Trial)
HJ/T 354 Water Pollution Source Online Monitoring System Acceptance Technical Specification (Trial)
Technical Specifications for Operation and Assessment of HJ/T 355 Water Pollution Source Online Monitoring System (Trial)
Measures for the Administration of Environmental Protection Acceptance for Completion of Construction Projects (State Environmental Protection Administration,.2001)
3 Terms and definitions
The following terms and definitions apply to this standard.
3.1
Anaerobicanoxicoxic activated sludge process
Refers to the removal of organic pollutants and nitrogen in water through various combinations of anaerobic zone, anoxic zone and aerobic zone and different sludge reflux methods.
Activated sludge method for phosphorus treatment such as phosphorus, referred to as AAO method. The main deformation is improved anaerobic anoxic aerobic activated sludge method, anaerobic hypoxia
Anoxic aerobic activated sludge method, anoxic anaerobic anoxic aerobic activated sludge method, and the like.
3.2
Anaerobic zone (area) anaerobic zone
Refers to the non-oxygenation tank (zone), the dissolved oxygen mass concentration is generally less than 0.2 mg/L, the main function is to release phosphorus.
3.3
Anoxic zone
Refers to the non-oxygenation tank (zone), the dissolved oxygen mass concentration is generally 0.2 ~ 0.5 mg/L, the main function is to carry out denitrification and denitrification.
3.4
Aerobic pool (zone) oxic zone
Refers to the oxygenation tank (zone), the dissolved oxygen mass concentration is generally not less than 2 mg/L, the main function is to degrade organic matter, nitrated ammonia nitrogen and excessive exposure
phosphorus.
3.5
Nitrification
Refers to the process of oxidizing ammonia nitrogen to nitrate nitrogen in aerobic conditions in sewage biological treatment process.
3.6
Denitrification denitrification
Refers to the process of reducing nitrate nitrogen to nitrogen in the absence of oxygen in the biological treatment process of sewage.
3.7
Biological phosphorus removal
It means that the phosphorus-accumulating bacteria in the sludge release phosphorus under anaerobic conditions, and take more phosphorus under aerobic conditions, and discharge the residual pollution with high phosphorus content.
The process of removing phosphorus from sewage by mud.
3.8
Sludge retention time
Refers to the average residence time of activated sludge in the reaction tank (zone), also known as mud age.
3.9
Pretreatment
Refers to the conventional treatment measures set in front of the AAO reaction tank when the influent water quality can meet the biochemical requirements of AAO. Such as grilles, grit chambers,
Primary sedimentation tank, air flotation tank, grease trap, fiber and hair traps, etc.
3.10
Preprocessing
When the influent water quality does not meet the biochemical requirements of AAO, the treatment set in front of the AAO reaction tank according to the need to adjust the water quality
art. Such as hydrolysis acidification tank, coagulation sedimentation tank, neutralization tank and so on.
3.11
Standard state
It refers to a state where the atmospheric pressure is 101 325 Pa and the temperature is 293.15 K.
4 General requirements
4.1 AAO should be used in large and medium-sized urban sewage and industrial wastewater treatment projects.
4.2 The AAO wastewater treatment plant (station) shall comply with the following regulations.
a) The site selection and overall layout of the sewage treatment plant shall comply with the relevant provisions of GB 50014. The general plan design should conform to GB 50187
Customs regulations.
b) The flood control standard of the sewage treatment plant (station) should not be lower than the urban flood control standard and have good drainage conditions.
c) The fire protection design of buildings in the sewage treatment plant (station) area shall comply with the provisions of GB J 16 and GB 50222.
d) The storage yard for sludge and medicines in the sewage treatment plant (station) area shall comply with the provisions of GB 18599.
e) Treatment and discharge of waste gas, waste water, waste residue and other pollutants generated during the construction and operation of sewage treatment plants (station),
The relevant provisions of national environmental protection regulations and standards shall be implemented to prevent secondary pollution.
f) The design and construction of the sewage treatment plant (station) shall adopt effective sound insulation, noise reduction, greening and other measures to reduce noise, noise and vibration.
The design of the dynamic control shall comply with the provisions of GB J 87 and GB 50040. The noise inside and outside the equipment room shall comply with GBZ 2 and GB 3096 respectively.
It is stipulated that the noise at the boundary of the plant shall comply with the provisions of GB 12348.
g) Occupational health and labor safety should be emphasized in the design, construction and operation of sewage treatment plants (stations), and GBZ should be strictly implemented.
The provisions of GBZ 2 and GB 12801. At the same time that the sewage treatment project is completed and operated, safety and sanitation facilities should be completed and operated at the same time.
The corresponding operating procedures.
4.3 The urban sewage treatment plant shall install an online monitoring system in accordance with the relevant provisions of GB 18918. Other sewage treatment works shall be in accordance with the state or
Local environmental management requires the installation of an online monitoring system. The installation, acceptance and operation of the online monitoring system shall be in accordance with HJ/T 353 and HJ/T
354 and HJ/T 355 related provisions.
5 Design flow and design water quality
5.1 Design Flow
5.1.1 Urban sewage design flow
5.1.1.1 The design flow rate of urban dry flow sewage shall be calculated according to formula (1).
Dr d mQ QQ= (1)
Where. - Design flow of dry sewage, L/s; drQ
dQ -- integrated domestic sewage design flow, L/s;
mQ -- industrial wastewater design flow rate, L/s.
5.1.1.2 The design flow rate of urban combined sewage should be calculated according to formula (2).
Dr sQ QQ= (2)
Where. Q--Sewage design flow, L/s;
drQ - design flow of dry sewage, L/s;
sQ - rainwater design flow, L/s.
5.1.1.3 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.
Designed with 80% to 90% of the water quota.
5.1.1.4 The total coefficient of change of integrated domestic sewage volume should be determined according to the actual actual domestic sewage volume change data.
It can be valued according to the relevant provisions of GB 50014, see Table 1.
Table 1 Total coefficient of variation of integrated domestic sewage
Average daily flow/(L/s) 5 15 40 70 100.200 500 ≥ 1 000
Total coefficient of variation 2.3 2.0 1.8 1.7 1.6 1.5 1.4 1.3
5.1.1.5 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.
Statistical survey data is determined.
5.1.1.6 The design flow of rainwater refers to the relevant provisions of GB 50014.
5.1.1.7 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.
5.1.2 Industrial wastewater design flow
5.1.2.1 Industrial wastewater design flow rate shall be designed according to the actual wastewater discharge flow measured at the total discharge port of the plant or industrial park. Test method should be consistent
HJ/T 91 regulations.
5.1.2.2 The change of industrial wastewater flow rate should be measured according to the characteristics of the process.
5.1.2.3 When the actual measurement data cannot be obtained, it can be determined by reference to the relevant provisions of the current national industrial water consumption, or according to the same industry.
The scale is determined analogously to the existing plant drainage data for the process.
5.1.2.4 When industrial wastewater and domestic sewage are combined, the amount of domestic sewage and bathing water in the factory or industrial park is indeed
It should meet the relevant provisions of GB 50015.
5.1.2.5 The design flow of the centralized sewage treatment plant in the industrial park can be determined by reference to the method for determining the design flow of urban sewage.
5.1.3 Design flow of different structures
5.1.3.1 Lifting pump house, grid well and grit chamber should be calculated according to the design flow of combined sewage.
5.1.3.2 The primary sedimentation tank should be designed according to the dry sewage flow rate, and the combined flow design flow check should be carried out. The check time of the check should not be less than 30 min.
5.1.3.3 The reaction tank should be designed according to the daily average sewage flow rate; the water supply facilities such as pumps and pipelines before and after the reaction tank should be stained according to the highest daily maximum sewage.
Water flow design.
5.2 Design water quality
5.2.1 The design water quality of urban sewage should be determined according to the actual survey data, and the measurement method and data processing method should be consistent.
HJ/T 91 regulations. When there is no survey data, the design can be converted according to the following criteria.
a) The five-day biochemical oxygen demand of domestic sewage is calculated as 25-50 g per person per day;
b) The amount of suspended solids in domestic sewage is calculated from 40 to 65 g per person per day;
c) The total nitrogen content of domestic sewage is calculated from 5 to 11 g per person per day;
d) The total phosphorus content of domestic sewage is calculated from 0.7 to 1.4 g per person per day.
5.2.2 The design water quality of industrial wastewater should be determined according to the actual measurement data of industrial wastewater, and its determination method and data processing method should be
HJ/T 91 regulations. When there is no actual measurement data, it can be determined by reference to the emission data analogy of similar factories.
5.2.3 The influent of the bioreactor should meet the following conditions.
a) the water temperature should be 12 ~ 35 ° C, the pH should be 6 ~ 9, BOD5/CODCr should not be less than 0.3;
b) When there is a requirement to remove ammonia nitrogen, the total alkalinity of the influent (calculated as CaCO3)/ammonia nitrogen (NH3-N) should be ≥ 7.14.
Alkalinity
c) When there is a requirement for total nitrogen removal, the value of BOD5/total nitrogen (TN) in the influent should be ≥ 4.0, the total alkalinity (calculated as CaCO3)/NH3-N
Should be ≥ 3.6, when not satisfied, should be supplemented with carbon source or alkalinity;
d) When there is phosphorus removal requirement, the value of BOD5/total phosphorus (TP) in the influent should be ≥17;
e) When simultaneous nitrogen and phosphorus removal is required, the requirements of c) and d) should be met at the same time.
5.3 Contaminant removal rate
The AAO pollutant removal rate should be calculated according to Table 2.
Table 2 AAO pollutant removal rate
Sewage category main process
Contaminant removal rate /%
Chemical oxygen demand
(CODCr)
Five-day biochemical oxygen demand
(BOD5)
Suspended matter
(SS)
Ammonia nitrogen
(NH3-N)
Total nitrogen
(TN)
Total phosphorus
(TP)
Urban sewage pre- (pre) treatment AAO reaction tank secondary settling tank 70 ~ 90 80 ~ 95 80 ~ 95 80 ~ 95 60 ~ 85 60 ~ 90
Industrial wastewater pre- (pre) treatment AAO reaction tank secondary sedimentation tank 70 ~ 90 70 ~ 90 70 ~ 90 80 ~ 90 60 ~ 80 60 ~ 90
6 Process design
6.1 General requirements
6.1.1 When discharging water directly, it should meet the requirements of national or local emission standards; when it is discharged into the next-level processing unit, it should meet the next level.
The water intake requirements of the unit.
6.1.2 Process design should have clear boundaries in space.
6.1.3 The appropriate process type should be selected according to the influent water quality characteristics and treatment requirements. Under the same conditions, non-deformation should be preferred.
AAO law.
6.1.4 When the water quality and water volume vary greatly, it is advisable to set up facilities to regulate water quality and water volume.
6.1.5 Process design should consider a flexible mode of operation.
6.1.6 Process design should take into account the effects of water temperature.
6.1.7 The number of cells (grid) of each treatment structure should not be less than 2 (divisions), and should be designed in parallel.
6.1.8 The design of the inlet pump house, grille, grit chamber, primary settling tank and secondary settling tank shall comply with the relevant provisions of GB 50014.
6.2 Pretreatment and pretreatment
6.2.1 A grid should be installed before the water inlet system, and a grit chamber should be set up for the urban sewage treatment project.
6.2.2 The primary sedimentation tank should be installed before the biological reaction tank.
6.2.3 When the influent water quality does not meet the conditions specified in 5.2.3 or contains substances affecting biochemical treatment, appropriate water quality should be taken according to the influent water quality.
Pretreatment process.
6.3 Anaerobic aerobic process design
6.3.1 Process
When phosphorus removal is dominant, an anaerobic/aerobic process should be used. The basic process flow is shown in Figure 1.
Anaerobic pool (zone)
Influent
Aerobic pool (zone)
Water
Sludge returning excess sludge
Pretreatment /
Pretreatment
Sludge system
Figure 1 Anaerobic aerobic process flow chart
6.3.2 Anaerobic pool (zone) volume
The effective volume of the anaerobic pool (zone) can be calculated according to formula (3).
p 24
t Q
V = (3)
Where. Vp--anaerobic pool (zone) volume, m3;
Tp--anaerobic pool (zone) hydraulic retention time, h;
Q--Sewage design flow, m3/d.
6.3.3 aerobic pool (zone) volume
a) Calculated according to sludge load.
0 e
QS SV
LX
)−= (4)
vX y X= ⋅ (5)
Where. V0 - the volume of the aerobic pool (zone), m3;
Q--Sewage design flow, m3/d;
S0--Biochemical oxygen demand in the biological reaction pond for five days, mg/L;
Se--Biochemical pool effluent 5 days biochemical oxygen demand, mg/L, when the removal rate is greater than 90% can not be counted;
X--the average mass concentration of mixed liquid suspended solids (MLSS) in the biological reaction tank, g/L;
Xv--the average mass concentration of mixed volatile solids (MLVSS) in the biological reaction tank, g/L;
Ls--biochemical oxygen demand sludge load (BOD5/MLSS), kg/(kg·d);
y--The ratio of MLVSS to MLSS in unit volume mixture, g/g.
b) Calculated by sludge sludge age.
c 0 e
v dT c
( )
1 000 (1 )
QY S SV
XK
−= (6)
dT d20 T( )
TK K θ −= ⋅ (7)
Where. V0 - the volume of the aerobic pool (zone), m3;
Q--Sewage design flow, m3/d;
Y--sludge yield coefficient (VSS/BOD5), kg/kg;
Θc--design sludge sludge age, d;
S0--Biochemical oxygen demand in the biological reaction pond for five days, mg/L;
Se--Biochemical pool effluent 5 days biochemical oxygen demand, mg/L, when the removal rate is greater than 90% can not be counted;
Xv--the average mass concentration of mixed volatile solids (MLVSS) in the biological reaction tank, g/L;
Attenuation coefficient at KdT--T°C, d−1;
The attenuation coefficient at Kd20--20 °C, d−1, should be 0.04~0.075;
θT--water temperature coefficient, should be taken from 1.02 to 1.06;
T--Design water temperature, °C.
6.3.4 Process parameters
When the anaerobic/aerobic process is used to treat urban sewage or industrial wastewater similar to urban sewage, the main design parameters should be as specified in Table 3.
value. When the quality of industrial wastewater differs greatly from the quality of urban sewage, the design parameters shall be determined by tests or by reference to similar projects.
Table 3 Main design parameters of anaerobic aerobic process
Project name symbol unit parameter value
Reaction cell five-day biochemical oxygen demand sludge load
BOD5/MLVSS
Ls
Kg/(kg·d) 0.30~0.60
BOD5/MLSS kg/(kg·d) 0.20~0.40
Reaction cell mixture suspension solids (MLSS) average mass concentration X g/L 2.0 ~ 4.0
Reaction cell mixture volatile suspended solids (MLVSS) average mass concentration Xv g/L 1.4 ~ 2.8
The proportion of MLVSS in MLSS
Initial settling tank
g/g 0.65~0.75
No initial settling tank g/g 0.5~0.65
Design sludge sludge age θc d 3~7
Sludge yield coefficient (VSS/BOD5)
Initial settling tank
Kg/kg 0.3~0.6
No initial settling tank kg/kg 0.5~0.8
Anaerobic hydraulic retention time tp h 1~2
Aerobic hydraulic retention time t0 h 3~6
Total hydraulic retention time HRT h 4~8
Sludge reflux ratio R % 40~100
Oxygen demand (O2/BOD5) O2 kg/kg 0.7~1.1
BOD5 total processing rate η % 80~95
TP total processing rate η % 75~90
6.4 Hypoxia and aerobic process design
6.4.1 Process
When nitrogen removal is the main method, the anoxic aerobic process should be adopted, and the basic process flow is shown in Figure 2.
Influent
Anoxic pool (zone) aerobic pool (zone) secondary settling tank
Mixed liquid reflux
Water
Sludge returning excess sludge
Pretreatment /
Pretreatment
Sludge system
Figure 2 Anoxic aerobic process flow chart
6.4.2 Anoxic pool (zone) volume
The effective volume of the anoxic pool (zone) can be calculated according to formula (8).
k te
De(T)
0.001 ( ) 0.12QNN XV
KX
V− − Δ= (8)
(T 20)
De(T) de(20)1.08KK
−= (9)
0 e
Vt
QS SX yY )−Δ = (10)
Where. Vn - anoxic pool (zone) volume, m3;
Q--Sewage design flow, m3/d;
Nk--the total influent Kjeldahl nitrogen concentration in the biological reaction tank, mg/L;
Nte--bioreactor total effluent mass concentration, mg/L;
ΔXv - the amount of microorganisms discharged from the bioreactor system, kg/d;
Kde(T)--T°C denitrification rate (NO3-N/MLSS), kg/(kg·d), should be determined according to the test data, when there is no test data
Calculated according to formula (9);
X--the average mass concentration of mixed liquid suspended solids (MLSS) in the biological reaction tank, g/L;
The denitrification rate (NO3-N/MLSS) at Kde(20)--20 °C, kg/(kg·d), should be 0.03 to 0.06;
T--design water temperature, °C;
Y--the ratio of MLVSS to MLSS in unit volume mixture, g/g;
Yt--total sludge yield coefficient (MLSS/BOD5), kg⁄kg, should be determined according to the test data. When there is no test data, the system has an initial
Take 0.3 to 0.5 for sinking pool and 0.6 to 1.0 for no sinking tank;
S0--Biochemical oxygen demand concentration in the biological reaction tank on the 5th, mg/L;
Se--biochemical pool effluent five-day biochemical oxygen demand concentration, mg/L.
6.4.3 Aerobic pool (zone) volume
The aerobic pool (zone) volume can be calculated according to equation (11).
0 e c0 t
( )
QSS YV
Θ−= (11)
C0
1Fθ μ= (12)
0.098( 15)a
N a
0.47 e T
KN
μ −= (13)
Where. V0 - aerobic pool (zone) volume, m3;
Q--Sewage design flow, m3/d;
S0--biochemical pool inlet water five-day biochemical oxygen demand mass concentration, mg/L;
Oxygen mass concentration, mg/L;
Mud age value, d;
The data is determined, when there is no test data, the system has an initial
Average concentration, g/L;
Μ--
Number, mg/L, generally take 1.0;
6.4.4
Se--Biochemical pool effluent five days biochemical needs
Θc0--aerobic pool (zone) design sludge
Yt--total sludge yield coefficient (MLSS/BOD5), kg⁄kg, should be based on test
Take 0.3 to 0.5 for sinking pool and 0.6 to 1.0 for no sinking tank;
X--composite suspension solids in the bioreactor (MLSS
F--safety factor, take 1.5~3.0;
Nitrifying bacteria growth rate, d−1;
Na--biomass pool ammonia nitrogen concentration, mg/L;
KN--the half rate of nitrogen in nitrification
T--Design water temperature, °C.
Mix back flow
The combined liquid return flow can be calculated according to formula (14).
n de(T)
Ri R
t ke
1 000V KX
QQ
NN
= −− (14)
Where. QRi - mixed liquid return flow, m3⁄d;
Vn--anoxic pool (zone) volume, m3;
Kde(T)--T°C denitrification rate (NO3-N/MLSS), kg/(kg·d), should be determined according to the test data, when there is no test data
Body (MLSS) average mass concentration, g/L;
Nke--Shensen nitrogen concentration, mg/L;
6.4.5
When industrial waste water similar to urban sewage is lacking, the main design parameters should be taken as specified in Table 4.
When the quality differs greatly from the quality of urban sewage, the design parameters shall be determined by tests or by reference to similar projects.
Calculated according to formula (9);
X--bioreactor suspension mixture
Nt--the total nitrogen concentration of the influent in the biological reaction tank, mg/L;
Material reaction pool effluent
QR--return sludge volume, m3⁄d.
Process parameters
Oxygen aerobic treatment of urban sewage or water
value. Industrial wastewater water
Table 4 Design parameters of anoxic aerobic process
Project name symbol unit parameter value
Reaction cell five-day biochemical oxygen demand sludge load BOD5/MLVSS
Kg/(kg·d) 0.07~0.21
Ls
BOD5/MLSS kg/(kg·d) 0.05~0.15
Reaction cell mixture suspension solids (M mass concentration LSS) average X kg/L 2.0 ~ 4.5
Reaction cell mixture volatile suspended solids (MLVSS) flat Xv kg/L average mass concentration 1.4 ~ 3.2
The proportion of MLVSS in MLSS y Set the initial settling tank g/g 0.65~0.75 No initial settling tank g/g 0.5~0.65
Design sludge sludge age θc d 10~25
Sludge yield coefficient (VSS/BOD5)
Initial settling tank
Kg/kg 0.3~0.6
No initial settling tank kg/kg 0.5~0.8
Hypoxia hydraulic retention time th 2~4 n
Continued
Project name symbol unit parameter value
Aerobic hydraulic retention time t0 h 8~12
Total hydraulic power.
Related standard:   HJ 577-2010  HJ 578-2010
Related PDF sample:   HJ/T 70-2001  HJ/T 56-2000
   
 
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