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GB 50013-2018: Standard for design of outdoor water supply engineering
Status: Valid GB 50013: Evolution and historical versions
| Standard ID | Contents [version] | USD | STEP2 | [PDF] delivered in | Standard Title (Description) | Status | PDF |
| GB 50013-2018 | English | 2489 |
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Standard for design of outdoor water supply engineering
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GB 50013-2018
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| GB 50013-2006 | English | 150 |
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Code for design of outdoor water supply engineering
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PDF similar to GB 50013-2018
Basic data | Standard ID | GB 50013-2018 (GB50013-2018) | | Description (Translated English) | Standard for design of outdoor water supply engineering | | Sector / Industry | National Standard | | Classification of Chinese Standard | P41 | | Classification of International Standard | 91.140.60 | | Word Count Estimation | 124,164 | | Date of Issue | 2018-12-26 | | Date of Implementation | 2019-08-01 | | Older Standard (superseded by this standard) | GB 50013-2006 | | Quoted Standard | GB 50016; GB 50019; GB 50030; GB/T 50087; GB 50139; GB 50265; GB 50268; GB 50282; GB 50289; GB 50296; GB 50332; GB 50788; GB 50838; GB 50974; GB 3096; GB 5749; GB 8978; GB 13851; GB 16297; GB/T 17219; CJJ 32; CJJ 40; CJJ 92; CJJ/T 271; CJ/T 345 | | Regulation (derived from) | Ministry of Housing and Urban-Rural Development Announcement 2018 No.347 | | Issuing agency(ies) | Ministry of Housing and Urban-Rural Development of the People's Republic of China; State Administration for Market Regulation | | Summary | This standard is applicable to the design of permanent water supply projects in urban and industrial areas for new construction, expansion and reconstruction. | GB 50013-2018: Standard for design of outdoor water supply engineering---This is a DRAFT version for illustration, not a final translation. Full copy of true-PDF in English version (including equations, symbols, images, flow-chart, tables, and figures etc.) will be manually/carefully translated upon your order.
1 General
1.0.1 This standard is formulated in order to standardize the design of outdoor water supply projects, ensure the quality of engineering design, meet the requirements of water quantity, water quality, and water pressure, and achieve safety, reliability, advanced technology, reasonable economy, and convenient management.
1.0.2 This standard is applicable to the design of permanent water supply projects for new construction, expansion and reconstruction of towns and industrial areas.
1.0.3 The water supply project design should be based on the approved urban overall planning and water supply professional planning. The selection of water sources, the location of plants and stations, and the determination of water transmission and distribution pipelines shall meet the requirements of relevant special plans.
1.0.4 The design of water supply projects should comprehensively consider water resource conservation, water ecological environment protection and sustainable use of water resources, correctly handle the relationship between various water uses, and improve water use efficiency.
1.0.5 The design of water supply projects should implement the principles of land conservation and rational utilization of land resources.
1.0.6 The water supply engineering design should follow the principles of long-term planning, combination of short-term and long-term, and focus on the short-term. The short-term design period should be 5 to 10 years, and the long-term design period should be 10 to 20 years.
1.0.7 The structural design service life of the main structure of the water supply engineering structure and the main underground water transmission and distribution pipe shall comply with the relevant provisions of the current national standard "Technical Specifications for Urban Water Supply and Drainage" GB 50788.The design service life of main equipment, equipment and other pipelines should be determined by technical and economical comparison according to materials, product update cycle and convenience of replacement.
1.0.8 Water supply engineering design should actively adopt effective new technologies, new processes, new materials and new equipment on the basis of constantly summarizing production practice experience and scientific research.
1.0.9 Under the premise of ensuring the safety of water supply, the water supply engineering design should reasonably reduce the project cost and operation cost, reduce environmental impact and facilitate operation optimization and management.
1.0.10 The design of water supply engineering shall not only comply with the provisions of this standard, but also comply with the provisions of the current relevant national standards.
2 terms
2.0.1 mixed well
A groundwater intake structure consisting of an incomplete large well and one to several tube well filters below the well bottom.
2.0.2 Inverted layer
The gradation gravel layer with particle size ranging from fine to coarse along the direction of water flow is laid at the water intake of large wells or infiltration trenches.
2.0.3 Forebay suction intank canal
A structure that connects the water inlet pipe channel and the suction pool (well) so that the incoming water flows into the suction pool (well) evenly.
2.0.4 Inflow runner
The water flow channel connecting the suction pool and the suction port of the water pump is set up to improve the water suction conditions of the large water pump.
2.0.5 biological pretreatment biological pre-treatment
It is a water purification process that mainly uses biological action to remove ammonia nitrogen, odor, and organic micro-pollutants in raw water.
2.0.6 flap filter shutter filter
One side of the filter grid is filled with water and the other side is drained with a flap valve. No drainage is performed during flushing, and the flap valve is used to drain water when flushing stops. Air-water backwashing filters with single or multi-layer filter materials can be installed.
2.0.7 flap valve
The valve plate takes the long side as the rotation axis, and can be turned over in the range of 0° to 90° to form valves with different openings.
2.0.8 ferrosoferriccoagulation sedimentation for defluorinate
Adding substances with coagulation ability or precipitation with fluoride in water to form a large amount of destabilized colloidal substances or precipitation, fluoride also coagulates or precipitates, and then removes fluoride ions from the water by filtration.
2.0.9 activated alumina process for defluorinate
The process of removing fluoride from water by using activated alumina filter material to absorb and exchange fluoride ions.
2.0.10 regeneration
After the ion exchanger or filter material fails, the process of restoring its original form of exchange capacity with a regenerant.
2.0.11 adsorption capacity adsorption capacity
The ability of a filter material or ion exchanger to adsorb a certain substance or ion.
2.0.12 pollution index fouling index
It is an index that comprehensively expresses the concentration and filtration characteristics of suspended solids and colloidal substances in the feed, and characterizes the clogging degree of the microporous membrane by the feed.
2.0.13 Chlorine disinfection
The process of putting liquid chlorine or sodium hypochlorite, bleaching powder, and bleaching essence into water to complete oxidation and disinfection.
2.0.14 Ultraviolet (UV) reactor
The equipment for sterilizing water by irradiating ultraviolet lamps is composed of ultraviolet lamps, quartz sleeves, ballasts, ultraviolet intensity sensors and cleaning systems.
2.0.15 Tube type ultraviolet disinfection equipment (tube type disinfection equipment) closed vessel reactor
Ultraviolet disinfection equipment with ultraviolet lamps arranged in closed pipelines.
2.0.16 Ozonation
A method of purifying water by utilizing the direct oxidation of ozone in water and the oxidation ability of the generated hydroxyl radicals.
2.0.17 Activated carbon adsorption tank
A treatment structure that uses a single granular activated carbon as an adsorption filler and has a biodegradable effect.
2.0.18 granular activated carbon-sand filter
A thicker sand filter layer is added under the carbon layer of the downward flow granular activated carbon adsorption pool, which can remove turbidity and organic matter at the same time.
2.0.19 Internal pressure type hollow fiber membrane inside-out hollow fiber membrane
The water to be filtered is filtered from the inside of the membrane filament to the hollow fiber membrane outside the membrane filament under the pressure drive.
2.0.20 outside-in hollow fiber membrane outside-in hollow fiber membrane
The water to be filtered is filtered from the outside of the membrane filament to the hollow fiber membrane inside the membrane filament under the pressure drive.
2.0.21 Pressurized membrane process
A membrane treatment process in which water to be filtered is driven by positive pressure into a columnar pressure vessel filled with hollow fiber membranes for filtration.
2.0.22 submerged membrane process submerged membrane process
A membrane treatment process in which the hollow fiber membrane is placed in the water tank to be filtered and the membrane is driven by negative pressure to produce water for filtration.
2.0.23 dead-end filtration
The filtration method in which all the water to be filtered passes through the membrane filter.
2.0.24 Cross-flow filtration
Part of the water to be filtered passes through membrane filtration, and other filtration methods only flow through the surface of the membrane.
2.0.25 Membrane integrity detection integrity test
Periodic detection of membrane system pollutant removal capacity and membrane damage degree.
2.0.26 membrane group module set
In the pressure membrane treatment process system, it is an independently operable filtration unit composed of membrane modules, supports, water collection and distribution pipes, air distribution pipes and various valves.
2.0.27 membrane pool membrane tank
A filter unit that can operate independently in a submerged membrane treatment process system.
2.0.28 Membrane cassette
Basic filtration module with membrane modules, brackets, water collection pipes and air distribution pipes in the membrane pool.
2.0.29 pressure decay test pressure decay test
Based on the principle of bubble point, it is a method to detect the integrity of the membrane system by monitoring the pressure decay rate of the membrane system.
2.0.30 leak test leak test
Based on the principle of bubble point, the method of locating the damaged point of the film through the bubble point.
2.0.31 Design flux normal flux
Under the design water temperature and design flow conditions, the membrane flux when all membrane groups (membrane pools) in the system are in the filtration state.
2.0.32 Maximum design flux maximum flux
Under the design water temperature and design flow conditions, the membrane flux when the minimum number of membrane groups (membrane pools) in the system are in the filtration state.
2.0.33 Design transmembrane pressure normal transmembrane pressure
Under the design water temperature and design flux conditions, the transmembrane pressure difference when all membrane groups (membrane pools) in the system are in the filtration state.
2.0.34 Maximum design transmembrane pressure difference maximum transmembrane pressure
Under the design water temperature and design flux conditions, the transmembrane pressure difference when the maximum allowable number of membrane groups (membrane pools) in the system are in an unfiltered state.
2.0.35 chemical stability chemical stability
The impact of various chemical reactions in water on water quality and pipelines, including water corrosion on pipelines, precipitation of insoluble substances, dissolution and release of pipe wall corrosion products, and formation and accumulation of disinfection by-products in water, etc.
2.0.36 biological stability biostability
Potential of biodegradable organic matter in factory water to support growth of heterotrophic bacteria.
2.0.37 Larson Ratio(LR)
It is an index used to relatively quantitatively predict the tendency of chlorine ions and sulfate ions in water to corrode metal pipes and dissolve and release corrosion products on pipe walls.
2.0.38 Adjusting tank
A structure used to regulate the inflow and outflow of water.
2.0.39 drain tank
The adjustment pool mainly used to receive and adjust the backwash wastewater of the filter, when the backwash wastewater is reused, it is also called the reuse pool.
2.0.40 sludge discharge tank
It is a regulating tank mainly used to receive and regulate the muddy water discharged from the sedimentation tank.
2.0.41 sludge tank with floating trough
There is a sludge discharge tank with a floating tank to collect the supernatant.
2.0.42 combined sludge tank
It is a regulating tank that not only receives and regulates the sludge discharge from the sedimentation tank, but also receives and regulates the backwash wastewater of the filter tank.
2.0.43 Design turbidity value of raw water
The turbidity value of raw water used to determine the design scale of the sludge water treatment system, that is, the treatment capacity.
2.0.44 supernumerary sludge
When the raw water turbidity is higher than the design value, the amount of sludge caused by the difference (including the amount of sludge caused by chemicals).
2.0.45 sludge drying bed
A disposal facility that removes most of the water content from sludge by soil infiltration or natural evaporation.
2.0.46 emergency water supply emergency water supply
When an emergency occurs in a city, the original water supply system cannot meet the normal water demand of the city, and it is necessary to adopt appropriate reduction, decompression, intermittent water supply, or use of emergency water sources and backup water sources.
2.0.47 alternate waterresource
It is built to deal with the insufficient or unavailable common water sources due to water quantity or water quality problems caused by extreme arid climate or periodic salty tides, seasonal drainage and other water sources. It can be used as backup and switch operation water sources with common water sources, usually to meet the The urban water supply guarantee rate is the target during the planning period.
2.0.48 emergency water resource
Constructed to deal with sudden water source pollution, the water quality of the water source basically meets the requirements, and the water source has the ability to quickly switch operation with the commonly used water source, usually with the goal of maximally satisfying the living and living water of urban residents.
2.0.49 emergency water treatment
When the water quality of the water source is affected by sudden pollution or the emergency water source with relatively poor water quality is used, the emergency purification treatment measures are taken to achieve the water quality standard.
3 water supply system
3.0.1 The selection of the water supply system should be based on the requirements of local topography, water source conditions, town planning, urban and rural overall planning, water supply scale, water quality, water pressure and safe water supply, combined with the original water supply engineering facilities, starting from the overall situation, after technical and economic comparison Comprehensive consideration is determined.
3.0.2 Partial pressure water supply should be used for urban water supply systems with large terrain elevation differences. For water supply areas far away from water plants or with high local terrain, pressurized pump stations can be set up to provide water supply in different areas.
3.0.3 When industrial enterprises with large water consumption are relatively concentrated and suitable water sources are available, the industrial water supply system can be independently set up after technical and economic comparison, and water supply by quality can be adopted.
3.0.4 When there is a topographical height difference between the water source and the water supply area, the technical and economic comparison between the gravity water transmission and distribution system and the pressurized water transmission and distribution system should be carried out, and the best choice should be made.
3.0.5 When the water supply system adopts regional water supply and supplies water to multiple cities and towns with a wide range, raw water transportation or fresh water transportation, as well as the layout of water transportation pipelines and the setting of adjustment pools and booster pump stations, etc. should be adopted, and multi-plan technology should be adopted. Determined after economic comparison.
3.0.6 The water supply system that uses multiple water sources for water supply shall have the ability to dispatch raw water or pipe network water to each other.
3.0.7 The standby water source or emergency water source of the urban water supply system shall comply with the relevant provisions of the current national standards "Technical Specifications for Urban Water Supply and Drainage" GB 50788 and "Code for Urban Water Supply Engineering Planning" GB 50282.
3.0.8 The setting of water volume regulating structures in the urban water supply system should be determined after a technical and economic comparison of multiple schemes for centralized installation in water purification plants (clear water pools) or partial installation in water distribution pipe networks (high-level pools, pool pumping stations).
4 When using seawater or reclaimed sewage water as water for flushing toilets, the water quota will be reduced accordingly.
4.0.4 The water consumption in the production process of industrial enterprises shall be determined according to the requirements of the production process. The water consumption of large industrial water users or the production process of economic development zones should be calculated separately; the water consumption of general industrial enterprises can be determined according to the national economic development plan and combined with the analysis of existing industrial enterprise water use data.
4.0.5 Fire water consumption, water pressure and duration shall comply with the relevant provisions of the current national standards "Code for Fire Protection Design of Buildings" GB 50016 and "Technical Specifications for Fire Water Supply and Fire Hydrant Systems" GB 50974
4.0.6 The water consumption for watering municipal roads, squares and green spaces shall be determined according to road surface, greening, climate and soil conditions. The water used for watering roads and squares can be calculated according to the watering area of 2.0L/(m2·d)～3.0L/(m2·d), and the water used for watering green spaces can be calculated according to the watering area of 1.0 L/(m2·d)～ 3.0L/(m2·d) calculation.
4.0.7 The basic leakage water loss of urban water distribution pipe network should be calculated as 10% of the sum of domestic water, industrial enterprise water, municipal roads, squares and green areas. When it is high, it can be appropriately increased according to the relevant provisions of the current industry standard "Leakage Control and Evaluation Standard of Urban Water Supply Pipeline Network" CJJ 92.
4.0.8 The unforeseen water volume should be determined according to the degree of unforeseen factors in the water volume forecast. It should be 8% to 12% of the sum of comprehensive domestic water, industrial enterprise water, municipal road, square and green space water, and pipe network leakage. %.
4.0.9 The time variation coefficient and daily variation coefficient of urban water supply shall be determined according to the nature and scale of the town, national economic and social development, and water supply system layout, combined with the current water supply curve and daily water change analysis. When the actual water consumption data is lacking, the hourly variation coefficient of the highest daily urban comprehensive water use should be 1.2-1.6, and the daily variation coefficient should be 1.1-1.5.When the secondary water supply facilities mostly adopt the superimposed water supply mode, the time variation coefficient should take a large value.
5 fetch water
5.1 Water source selection
5.1.1 The water resources investigation and demonstration before the selection of water sources shall comply with the relevant provisions of the current national standard "Technical Specifications for Water Supply and Drainage in Towns" GB 50788.
5.1.2 The selection of water source shall be comprehensively determined through technical and economic comparison, and shall meet the following conditions.
1 Located in the water intake section specified in the water body functional zoning;
2.It is not easy to be polluted, and it is convenient to establish a water source protection area;
3.The selection sequence should be local water first, then transit water, natural rivers first, and then rivers that need to regulate runoff;
4 The amount of available water is sufficient and reliable;
5.The water quality complies with the relevant current national standards;
6 Comprehensive utilization of agriculture and water conservancy;
7 Water intake, water delivery and water purification facilities are safe, economical and easy to maintain;
8 It has traffic, transportation and construction conditions.
5.1.3 When groundwater is used as the water supply source, there should be a hydrogeological survey report corresponding to the design stage, and the water intake should meet the relevant provisions of the current national standard "Technical Specifications for Urban Water Supply and Drainage" GB 50788.
5.1.4 When surface water is used as the water supply source, the guaranteed rate of design low-water flow rate and design low-water level guarantee rate shall comply with the relevant provisions of the current national standard "Technical Specifications for Urban Water Supply and Drainage" GB 50788.
5.1.5 The selection and construction of backup water sources or emergency water sources shall be determined after technical and economic comparison in combination with local water resource conditions, characteristics of commonly used water sources and uses of backup or emergency water sources.
5.2 Groundwater intake structures
Ⅰ General Provisions
5.2.1 The location of the groundwater intake structure shall be determined comprehensively according to the hydrogeological conditions, and shall meet the following conditions.
1 Located in water-rich areas with good water quality, not easily polluted, and where water source protection areas can be established;
2 As far as possible close to the upstream area of the city or residential area in the main water consumption area;
3 Convenience in construction, operation and maintenance;
4 Try to avoid earthquake areas, geological disaster areas, mining goaf areas and densely built areas.
5.2.2 The selection of the form of groundwater intake structures should be determined through technical and economic comparisons based on hydrogeological conditions, and should meet the following conditions.
1.Tube wells are suitable for aquifer thickness greater than 4m, floor burial depth greater than 8m;
2 Large wells are suitable for aquifers with a thickness of about 5m and bottom burial depths less than 15m;
3 Seepage canals are only applicable when the aquifer thickness is less than 5m, and the burial depth of the canal bottom is less than 6m;
4 The spring chamber is suitable for outcropping of spring water, stable flow rate, and the thickness of the covering layer is less than 5m;
5 Composite wells are suitable for occasions where the groundwater level is high, the aquifer is thick or the aquifer is poor in permeability.
5.2.3 The design of groundwater intake structures shall meet the following requirements.
1 Measures shall be taken to prevent the infiltration of surface sewage and water from non-aquifer layers;
2 Warning signs shall be set up within the scope of the water source protection area around the water intake structure;
3 The filter should have good water inlet conditions, firm structure, strong corrosion resistance, and not easy to block;
4 There should be ventilation facilities for large wells, seepage canals and spring chambers.
Ⅱ tube well
5.2.4 Take water from medium to coarse sand and gravel aquifers with sufficient supply water sources, good water permeability, and a thickness of more than 40m. After segmental or layered pumping tests and technical and economic comparisons, segmental water intake can be adopted.
5.2.5 The tube well structure and filter design should comply with the relevant provisions of the current national standard "Technical Specifications for Tube Wells" GB 50296.
5.2.6 The wellhead of the tube well shall be provided with a casing and filled with impermeable materials such as high-quality clay or cement slurry to seal. The sealing thickness shall be determined according to the local hydrogeological conditions, and shall not be less than 5m downward from the ground. When there are buildings directly on Inoue,...
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