GB 50014-2021_English: PDF (GB50014-2021)
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Code for design of outdoor wastewater engineering
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GB 50014-2021
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Standards related to: GB 50014-2021
| Standard ID | GB 50014-2021 (GB50014-2021) | | Description (Translated English) | Code for design of outdoor wastewater engineering | | Sector / Industry | National Standard | | Word Count Estimation | 284,242 | | Date of Issue | 2021-04-09 | | Date of Implementation | 2021-10-01 | | Older Standard (superseded by this standard) | GB 50014-2006 | GB 50014-2021 English name.Code for design of outdoor wastewater engineering
1 General
1.0.1 This standard is formulated to ensure urban safety, scientifically design outdoor drainage projects, implement the concept of sponge city construction, prevent urban waterlogging and water pollution, improve and protect the environment, promote resource utilization, and improve people's health.
1.0.2 This standard is applicable to the design of permanent outdoor drainage projects in newly built, expanded and reconstructed towns, industrial areas and residential areas.
1.0.3 Drainage project design should be based on the approved urban master plan, special sponge city plan, urban drainage and sewage treatment plan, and urban waterlogging prevention and control special plan, starting from the overall situation, comprehensively considering the planning period, project scale, and economic benefits, social benefits and environmental benefits, correctly handle the relationship between short-term and long-term, concentration and decentralization, emission and utilization, through comprehensive demonstration, to achieve safety and reliability, protect the environment, save land, economically reasonable, advanced technology and suitable for local actual conditions.
1.0.4 Drainage engineering design should be coordinated with special planning and design of water resources, urban water supply, water pollution prevention and control, ecological environment protection, environmental sanitation, urban flood control, transportation, green space system, river and lake water system, etc. According to the blue line and water surface ratio requirements of urban planning, natural water storage and drainage facilities should be fully utilized, and the elevation layout of different areas should be stipulated according to the nature of land use to meet the drainage requirements of different areas.
1.0.5 The design of drainage works shall meet the following requirements.
1 Including safe discharge of rainwater, resource utilization and pollution control, treatment of sewage and reclaimed water, treatment and disposal of sludge;
2 Coordinate with the rainwater system and sewage system in the adjacent area;
3 The original drainage engineering facilities can be properly transformed to give full play to their engineering efficiency.
1.0.6 The design of drainage works should actively adopt new technology, new process, new material and new equipment on the basis of continuously summarizing scientific research and practical experience in production.
1.0.7 The equipment of drainage works should be mechanized, automated, and intelligentized gradually.
1.0.8 The design of drainage works shall not only be carried out in accordance with this standard, but also comply with the current relevant national standards.
2 terms
2.0.1 Wastewater engineering
Projects for collecting, conveying, treating, and regenerating sewage and rainwater.
2.0.2 stormwater system
Infiltration, stagnation, collection, transportation, treatment and utilization of rainwater facilities are combined in a certain way, covering the whole process management, early warning and emergency measures from the generation of rainwater runoff to terminal discharge.
2.0.3 sewage system wastewater system
The collection, transportation, treatment, regeneration and disposal of urban sewage facilities are combined in a certain way.
2.0.4 drainage facilities wastewater facilities
The general term for pipelines, structures and equipment in drainage engineering.
2.0.5 combined sewer overflow (CSO)
When the combined drainage system rains, the combined sewage discharged into the water body exceeds the interception capacity.
2.0.6 runoff pollution
Through rainfall and surface runoff, pollutants in the atmosphere and the surface are brought into the receiving water body, causing the receiving water body to be polluted, which is the main source of urban non-point source pollution.
2.0.7 volume capture ratio of annual rainfall
Control the rainfall runoff on the underlying surface of urban construction through natural and artificial infiltration, stagnation, purification, etc., and obtain the ratio of the controlled annual average rainfall to the average annual rainfall total.
2.0.8 low impact development (LID)
Emphasize that urban development should reduce the impact on the environment, the core of which is based on the concept of source control and impact load reduction, construct a drainage system that is compatible with nature, rationally use space and take corresponding measures to reduce the peak value and total amount of rainstorm runoff, delay The peak flow time occurs to reduce urban non-point source pollution.
2.0.9 dry weather flow (DWF)
Urban sewage in sunny days, including comprehensive domestic sewage, industrial wastewater and groundwater infiltration.
2.0.10 Maximum dry weather flowrate design flow in dry season
The amount of urban sewage at the highest day on a sunny day.
2.0.11 Design wet weather flowrate in rainy season
The rainy season design flow of diversion system is the sum of the dry season design flow and intercepted rainwater. The rainy season design flow of the confluence system is the combined sewage volume after interception.
2.0.12 intercepted stormwater
The intercepted rainwater in the drainage system, this part of the rainwater is sent to the urban sewage treatment plant through the sewage pipe to control the urban surface runoff pollution.
2.0.13 Overall peaking factor
The ratio of the highest daily maximum hourly sewage volume to the average daily average hourly sewage volume.
2.0.14 runoff
The rainwater that falls on the ground exceeds the infiltration and storage capacity of the ground in a certain area, and the excess water flow from the ground to the pipes and channels to the receiving water body is collectively referred to.
2.0.15 recurrence interval for storm sewer design
Storm return period for storm sewer design.
2.0.16 recurrence interval for urban flooding design
The rainstorm return period used in the design of urban waterlogging prevention and control system, so that the depth of water accumulation and water receding time in the ground, roads and other areas do not exceed a certain standard.
2.0.17 urban flooding, local flooding
Heavy rainfall or continuous rainfall exceeds the drainage capacity of cities and towns, resulting in flooding disasters on the ground of cities and towns.
2.0.18 urban flooding prevention and control system
The overall combination of engineering facilities and non-engineering measures used to prevent and deal with urban waterlogging in a certain way, including natural and artificial facilities and management measures for rainwater collection, transportation, regulation and storage, drainage, treatment, and utilization.
2.0.19 percolation underdrain
Conduits used for stormwater infiltration, transfer or temporary storage.
2.0.20 Bar screen machine
It is a machine that removes the grid slag trapped by the grid by mechanical means.
2.0.21 radial flow settling tank
Sewage decelerates in the radial direction to allow the solids in the sewage to settle.
2.0.22 Inclined tube (plate) settling tank
A pool in which inclined tubes (plates) are added to the pool to allow the solids in the sewage to settle efficiently.
2.0.23 High efficiency settling tank
By mixing sewage and return sludge, flocculating to increase the size of suspended solids or adding heavy media such as sand and magnetic powder to increase the density of flocs to accelerate the sinking of the pool.
2.0.24 Anaerobic/anoxic/oxic process
Sewage is treated in alternating states of anaerobic, anoxic, and aerobic to improve the biological treatment of total nitrogen and total phosphorus removal rate, also known as AAO or A2O process.
2.0.25 fill ratio
The ratio of the amount of sewage entering the reaction tank to the effective volume of the reaction tank in one cycle of the sequencing batch activated sludge process.
2.0.26 membrane bioreactor membrane bioreactor (MBR)
Combining biological reaction with membrane filtration, using membrane as a separation medium instead of conventional gravity sedimentation for solid-liquid separation to obtain sewage treatment system for effluent.
2.0.27 surface nitrification loading rate surface nitrification loading rate
The number of kilograms of ammonia nitrogen per unit area and unit time of the biological reaction tank. Its measurement unit is usually expressed in NH3-N/(m2·d).
2.0.28 moving bed biofilm reactor (MBBR)
A sewage treatment structure that relies on the biofilm on the surface of the carrier in a fluidized state under the action of water flow and airflow to adsorb, oxidize and decompose pollutants to purify sewage.
2.0.29 filling ratio
In the biofilm reactor, the ratio of the volume of the filler to the pool volume of the reaction zone where the filler is located.
2.0.30 effective specific surface area effective specific surface area
In the moving bed biofilm reactor, the unit volume of the suspended carrier filler can allow biofilm to attach and grow, and can ensure good mass transfer and protect the surface area of the biofilm from being washed.
2.0.31 Rotary disc filter disc filter
A device for filtering sewage through a series of hollow filter turntables that are parallel to each other and wrapped in filter cloth by a horizontal axis.
2.0.32 surface flow constructed wetland free surface flow constructed wetland
Sewage flows from the first section of the wetland to the end in a horizontal flow, and the constructed wetland does not have fillers inside.
2.0.33 horizontal subsurface flow constructed wetland horizontal subsurface flow constructed wetland
Sewage flows from the head to the end of the wetland in a horizontal flow, and the artificial wetland is filled with fillers.
2.0.34 vertical subsurface flow constructed wetland vertical subsurface flow constructed wetland
Sewage flows vertically from the top of the wetland to the bottom or from the bottom to the top, and the constructed wetland is filled with fillers.
2.0.35 effective ultraviolet dose effective ultraviolet dose
The amount of ultraviolet rays irradiated on organisms obtained through bioassay tests (ie, ultraviolet bioassay dose).
2.0.36 sludge drying sludge drying
The process of removing water from dewatered sludge by diafiltration or evaporation.
2.0.37 sludge aerobic fermentation sludge compost
Under the condition of sufficient oxygen supply, the sludge generates a higher temperature under the action of aerobic microorganisms to biodegrade and harmless the organic matter, and finally generates a stable humic product.
2.0.38 sludge integrated application
A method of utilizing treated sludge as a useful raw material for various purposes.
2.0.39 odor control system
Facilities that collect and treat odor from the source to discharge at the end, including covering the source of the odor, collecting the odor, treating the odor, and discharging after treatment, etc.
3 Drainage works
3.1 General provisions
3.1.1 Drainage works include rainwater system and sewage system, and should follow the whole process management and control from source to end. The rainwater system and the sewage system should cooperate with each other and be effectively connected.
3.1.2 The choice of drainage system (separation system or combined system) should be based on the overall planning of the town, combined with local climate characteristics, topographical characteristics, hydrological conditions, water body conditions, original drainage facilities, sewage treatment degree and post-treatment recycling, etc. It shall be determined according to local conditions and shall comply with the following provisions.
1 Different drainage systems may be adopted in different areas of the same town.
2 Except for arid areas with little rainfall, the drainage system in newly built areas shall adopt a diversion system.
3 Divided drainage system It is forbidden for sewage to be connected to the rainwater pipe network, and measures such as interception, storage and treatment should be taken to control runoff pollution.
4 The existing combined drainage system should control overflow pollution through measures such as interception, regulation and storage, and treatment. It should also carry out rain and sewage diversion reconstruction according to the requirements of urban drainage planning after comparison of plans.
3.2 Rainwater system
3.2.1 The rainwater system shall include engineering measures such as source reduction, drainage pipes, waterlogging and risk relief, and non-engineering measures for emergency management, and shall be connected with flood control facilities.
3.2.2 Source emission reduction facilities should be conducive to the infiltration, storage or collection of rainwater nearby, reduce the total amount and peak flow of rainwater runoff, and control runoff pollution.
3.2.3 Drainage pipe and channel facilities shall ensure the transfer, storage and discharge of rainwater during the design recurrence period of rainwater pipe and channel, and shall take into account the influence of the water level of the receiving water body.
3.2.4 The emission reduction facilities at the source, drainage pipes and canal facilities, and waterlogging and risk relief facilities shall be checked as an overall system to meet the design requirements of the waterlogging prevention and control design recurrence period.
3.2.5 The rainwater system design should take engineering and non-engineering measures to strengthen the resilience of cities and towns in response to rainfall beyond the return period of the waterlogging control design, and emergency measures should be taken to avoid casualties. Normal order in cities and towns should be restored quickly after the disaster.
3.2.6 Rainwater runoff from sites polluted by hazardous substances should be collected and treated separately, and should meet current national standards before being discharged into drainage pipes.
3.2.7 Measures shall be taken in the design of rainwater system to prevent the impact of flood on urban drainage works.
3.3 Sewage system
3.3.1 The sewage system shall include collection pipe network, sewage treatment, advanced and regeneration treatment and sludge treatment and disposal facilities.
3.3.2 Sewage and polluted stormwater runoff from all water use processes in cities and towns shall be included in the sewage system. The supporting pipe network should be constructed and put into operation simultaneously to realize the integrated construction and operation of the plant network.
3.3.3 The quality of the sewage discharged into the urban sewage pipe network must comply with the current national standards, and should not affect the normal operation of urban drainage pipes and sewage plants; it should not cause harm to the maintenance and management personnel; it should not affect the quality of the treated water. Recycling and safe discharge; should not affect sludge treatment and disposal
3.3.4 Sewage and wastewater in industrial parks should be prioritized for separate collection and treatment, and should be discharged after reaching the standard.
3.3.5 The design of the sewage system shall have measures to prevent the entry of external water.
3.3.6 Where sewage collection and centralized treatment facilities have been built in cities and towns, septic tanks should not be installed in the separate drainage system.
3.3.7 Sewage treatment The degree of sewage treatment should be scientifically determined according to the current relevant national discharge standards, characteristics of sewage water quality, and the use of effluent after treatment, and the treatment process should be reasonably selected.
3.3.8 The sewage, sludge, odor and noise discharged during sewage treatment shall comply with the current national standards.
3.3.9 Reclaimed water treatment targets should be determined according to the current national standards and reclaimed water planning.
3.3.10 Urban sewage plants should simultaneously build sludge treatment and disposal facilities, and should carry out reduction, stabilization and harmless treatment to realize energy and resource utilization of sludge on the premise of ensuring safety, environmental protection and economy.
3.3.11 The design of the drainage project shall properly handle the solid waste generated during sewage and reclaimed water treatment and sludge treatment, and shall prevent secondary pollution to the environment.
Ψ—comprehensive runoff coefficient;
F - Catchment area (hm2).
4.1.8 The comprehensive runoff coefficient shall be controlled strictly according to the plan and shall comply with the following regulations.
1 Areas with a comprehensive runoff coefficient higher than 0.7 should adopt measures such as infiltration and regulation and storage.
2 The comprehensive runoff coefficient can be obtained by calculating the weighted average of ground species according to the runoff coefficient specified in Table 4.1.8-1, or it can be taken according to the provisions in Table 4.1.8-2, and the composition and proportion of ground species should be verified.
3 When checking the design of waterlogging prevention and control by reasoning formula method, the runoff coefficient specified in Table 4.1.8-1 should be increased. When the design return period is 20 to 30 years, the runoff coefficient should be increased by 10% to 15%; when the design return period is 30 to 50 years, the runoff coefficient should be increased by 20% to 25%. When the return period is 50 to 100 years, it is advisable to increase the runoff coefficient by 30% to 50%; when the calculated runoff coefficient is greater than 1, the value should be taken as 1.
4.1.9 The design rainstorm intensity shall be calculated according to the following formula.
In the formula. q——design rainstorm intensity [L/(hm2·s)];
P——design return period (year);
t——rainfall duration (min);
A1, C, b, n—parameters, calculated and determined according to statistical methods.
For areas with more than 20 years of self-recorded rainfall records, the design storm intensity formula of the drainage system shall adopt the annual maximum value method, and shall be compiled in accordance with the provisions of Appendix B of this standard.
4.1.10 The rainstorm intensity formula should be revised according to climate change.
4.1.11 The rainfall duration of rainwater pipes should be calculated according to the following formula.
In the formula. t——rainfall duration (min);
t1——the ground water collection time (min), should be calculated and determined according to the water catchment distance, terrain slope and ground type, and should be 5min to 15min;
t2——Rainwater circulation time in the pipe (min).
Ⅱ Sewage volume
4.1.12 In the design of the sewage system, the design flow in the dry season and the design flow in the rainy season should be determined.
4.1.13 The dry season design flow of the separate sewage system shall be calculated according to the following formula.
In the formula. Qdr—design flow in dry season (L/s);
K—coefficient of variation of comprehensive domestic sewage volume;
Qd——design comprehensive domestic sewage volume (L/s);
K'—coefficient of variation of industrial wastewater volume;
Qm——Designed industrial wastewater volume (L/s);
Qu—the amount of groundwater infiltrated (L/s), which should be considered in areas with high groundwater table.
4.1.14 The comprehensive domestic sewage quota should be determined according to the local water consumption quota, combined with the level of water supply and drainage facilities inside the building, and can be adopted at 90% of the relevant local water consumption quota.
4.1.15 The variation coefficient of comprehensive domestic sewage volume can be determined according to the local actual comprehensive domestic sewage volume change data. When there is no measurement data, new projects can take values according to the provisions in Table 4.1.15; reconstruction and expansion projects can be determined after analyzing the actual flow according to actual conditions, or can be expanded in stages according to the provisions in Table 4.1.15.
4.1.16 The designed industrial wastewater volume should be determined according to the process characteristics of industrial enterprises, and the domestic sewage volume of industrial enterprises should comply with the relevant provisions of the current national standard "Building Water Supply and Drainage Design Standard" GB 50015.
4.1.17 The variation coefficient of industrial wastewater volume should be determined according to the process characteristics and working shifts.
4.1.18 The amount of groundwater infiltration shall be determined after research and calculation based on the groundwater level and the nature of the pipeline.
4.1.19 The rainy season design flow of the diversion sewage system should be based on the dry season design flow, and the intercepted rainwater should be increased according to the survey data.
4.1.20 The amount of rainwater intercepted by the diversion system shall be determined according to the environmental capacity of the receiving water body, the pollution of rainwater, the scale of source emission reduction facilities, and the size of the drainage area.
4.1.21 Divided sewage pipes should be designed according to the design flow in the dry season, and checked under the design flow in the rainy season.
4.1.22 The design flow rate of the confluence pipeline in front of the interception shaft shall be calculated according to the following formula.
4.1.23 The interception volume of combined sewage shall be determined by the overflow pollution control target according to the environmental capacity of the receiving water body. The intercepted combined sewage can be transported to the sewage plant or storage facilities. When transporting to the sewage plant, the design flow rate should be calculated according to the following formula.
In the formula. Q′——the design flow rate of the sewage pipeline after interception (L/s);
n0 - interception multiples.
4.1.24 The interception multiple should be calculated and determined based on factors such as the water quality and volume of the dry flow sewage, the environmental capacity of the receiving water body, and the size of the drainage area. Effects of combined overflow pollution on river courses. Different interception multiples can be used in the same drainage system.
4.2 Design water quality
4.2.1 The design water quality of urban sewage shall be determined according to survey data, or with reference to the water quality of neighboring towns, similar industrial areas and residential areas. When there is no investigation data, the following provisions can be followed...
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