Some standard content:
National Standard of the People's Republic of China
Design Code for Outdoor Water Supply
GBI13-86
(1997 Edition)
Editor: Shanghai Municipal Commission of Infrastructure ConstructionApproval: State Planning Commission of the People's Republic of ChinaEffective Date: January 1, 1987
5-1-1
Announcement No. 11 on Partial Revision of National Standards for Engineering Construction
National Standard "Design Code for Outdoor Water Supply" GBJ13-86 has been partially revised by Shanghai Municipal Engineering Design Institute in conjunction with relevant units. It has been reviewed by relevant departments and the partially revised provisions are now approved for implementation on March 1, 1998. The provisions of the corresponding provisions in the standard are repealed at the same time. This is hereby publicized Notice.
Notice on the release of the "Outdoor Water Supply Design Code" No. 805 of the Ministry of Construction of the People's Republic of China [1986]
According to the notice of the former State Construction Commission (81) Jianfashezi No. 546, the "Outdoor Water Supply Design Code" edited by the Shanghai Construction Commission and revised by the Shanghai Municipal Engineering Design Institute together with the design institutes of relevant departments, colleges and universities, etc. has been reviewed by the relevant departments. The "Outdoor Water Supply Design Code" GBJ13-86 is now approved as a national standard and will be implemented on January 1, 1987. The original "Outdoor Water Supply Design Code" TJ13-74 was abolished on January 1, 1987. This code is managed by the Shanghai Construction Commission. The specific interpretation and other work shall be undertaken by Shanghai Municipal Engineering Design Institute. National Planning Commission
May 22, 1986
This code is based on the requirements of the former National Capital Construction Commission (81) Construction No. 546 document, and is under the charge of Shanghai Municipal Construction Commission, which has instructed Shanghai Municipal Engineering Design Institute to organize a revision group to revise the original "Outdoor Water Supply Design Code" TJ13-74 (Trial). The revision group is composed of Shanghai Municipal Engineering Design Institute, Beijing Municipal Design Institute, China Municipal Engineering North China Design Institute, China Water Supply and Drainage Northeast Design Institute, China Municipal Engineering Northwest Design Institute, China Water Supply and Drainage Central South Design Institute, China Municipal Engineering Southwest Design Institute, Tongji University, Harbin Institute of Architecture and Civil Engineering, the Fourth Planning Institute of the Ministry of Aviation The thirteenth unit is composed of Shanghai Municipal Engineering Design Institute, East China Electric Power Design Institute, Northeast Electric Power Design Institute, and Hubei Light Industry Science Research Institute.
When revising this specification, according to the actual situation of water supply projects in my country and taking into account the needs of national economic development, the applicable 5-1-2
contents in the original specification were retained, some provisions were deleted and modified, and some new contents were added. During the revision process, opinions were solicited nationwide, and finally the Shanghai Municipal Construction Committee invited relevant departments to review and finalize the draft. This specification is divided into seven chapters and one appendix. The parts about cooling, stabilization, softening, and desalination in the original specification have been deleted because they have been stipulated in other specifications. This specification has a new chapter "Overall Design of Water Plants", which includes the contents of the original Chapter 8 on production auxiliary structures. In the process of implementing this specification, if you find that there is a need for modification or supplementation, please send your opinions and relevant information to the Outdoor Water Supply and Drainage Design Specification Management Group of Shanghai Municipal Engineering Design Institute for reference in future revisions. Shanghai Municipal Construction Committee
January 1986
Chapter II
Chapter III
Section II
Principles·
Water Quantity, Water Quality and Water Pressure·
Water Source Selection
Groundwater Intake Structures
General Provisions
() Pipe Wells
() Large Wells
() Infiltration Channels
Section III
Chapter IV
Chapter V
Chapter VI
Chapter VII||tt ||Section 1
Section 2
Section 3
Section 4
Surface water intake structures
Water transmission and distribution
Overall design of water plants
Water treatment
General provisions
Dosing of coagulants and coagulant aids
Coagulation, sedimentation and clarification
-General provisions
（）Mixing
（Ⅲ）Flocculation
（V）Horizontal flow sedimentation tank
5—15
5-—1--6
5-~-1—7
1—10
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1—10
1—10
1—10
(V) Countercurrent inclined tube sedimentation tank
(V) Cocurrent inclined plate sedimentation tank
() Mechanical stirring clarification tank
(X) Hydraulic circulation clarification tank
(X) Pulse clarification tank
(X) Suspension clarification tank
(XI) Flotation tank
Section V Filtration...
(I) General provisions
(I) Rapid filtration tank
(Ⅲ ) Pressure filter
(N) Siphon filter
(V) Gravity valveless filter
(W) Mobile hood filter
Section 6 Groundwater iron and manganese removal
(I) Process flow selection·
(I) Aeration device·
(J) Iron removal filter·
(IV) Manganese removal filter·
Section 7
Appendix Explanation of standardized terms
Additional instructions
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First General
Article 1.0.1 This specification is formulated to guide the construction of my country's water supply industry, make the design of water supply projects conform to the Party's policies and be conducive to improving people's health and socialist construction.
Article 1.0.2 This specification applies to the design of permanent outdoor water supply projects in newly built, expanded or renovated towns, industrial enterprises and residential areas. Article 1.0.3 The design of water supply projects must correctly handle the relationship between urban, industrial and agricultural water use, properly select water sources, save land and save labor. Article 1.0.4 The design of water supply projects should be based on the overall urban planning, combining the short-term and long-term, with the short-term as the main consideration. The short-term design period should be 5 to 10 years, and the long-term planning period should be 10 to 20 years. For expansion and reconstruction projects, the capacity of the original facilities should be fully utilized. Article 1.0.5 The choice of unification, zoning, quality or pressure in the water supply project system should be determined based on the local terrain, water source conditions, town and industrial enterprise planning, water volume, water quality, water temperature and water pressure requirements and the original water supply project facilities, etc., starting from the overall situation, and through technical and economic comparisons. Article 1.0.6 The selection of production water systems (reuse, circulation or direct flow) of industrial enterprises shall take into account the conservation and utilization of water resources and the protection of water bodies from a global perspective, and a reuse or circulation system shall be adopted.
Element 1.7 The design of water supply projects shall improve the water quality, improve the safety and reliability of water supply, reduce energy consumption, reduce condensation loss, and reduce chemical consumption. On the basis of constantly summarizing production practice experience and scientific experiments, effective new technologies, new processes, new materials and new equipment shall be actively adopted.
The degree of mechanization and automation of water supply project equipment shall be determined based on the needs, possibilities and equipment supply conditions, starting from improving water quality and water supply reliability, reducing energy consumption, improving scientific management level, improving working conditions and increasing economic benefits. For heavy and frequent manual operations, and major equipment that affects water supply safety and endangers human health, mechanized or automated devices should be considered first. When designing water supply projects in ground pockets, collapsible loess, permafrost and other special geological areas, the current relevant specifications or regulations should be followed. When designing water supply projects, in addition to following this specification, the relevant national standards and regulations should also be followed. Chapter II Water consumption, water quality and water pressure Article 2.0.1 The designed water supply should be determined based on the following types of water: 2. Comprehensive domestic water (including domestic water for residents and water for public buildings); 2. Industrial production water and staff domestic water; 3. This is deleted. 4. Fire water; 5. Water for watering roads and green spaces; 6. Unforeseen water consumption and condensation loss of pipe networks. Article 2.Article 0.2 The residential water quota and comprehensive domestic water quota shall be determined based on the local national economic and social development plan, the overall urban plan and the abundance of water resources, on the basis of the existing water quota, combined with the water supply professional plan and the conditions of water supply project development; in the absence of actual water use data, the provisions of Table 2.0.2-1 and Table 2.0.2-2 may be used.
Article 2. 0.2A In the water supply of regional cities, the time variation coefficient and daily variation coefficient should be determined according to the nature of the city, the city scale, the national economic and social development and the urban water supply system, combined with the current water supply curve and the daily water use change analysis; in the absence of actual water use data, 5-1-4
city scale
water use
measurement of people's domestic water use (L/cep:d)
mega-city
highest daily
average Gan
large city
highest daily
average
Table 2. 0. 2-1
Medium and small cities
Average daily
Highest daily
180~270140~210|160~250|120~190140~230|100~170140~200110~160|120~18090~140100~160|70~120~150120~16090~130100~14070~110140~180/110-
Note: p represents the unit of measurement of *person\.
Comprehensive domestic water quota (L/cap·d)
City size
Water use tax
Extra-large city
Highest day
Average day
Large city
Highest day
Average amount
Table 2.0.2-2
Medium and small cities
Highest day
Average day
260~410210~340 240~390|190310220~370|170~280190~
150~240170-~26
130~2)0150~~240/110~180
230/150~~250/120-
Note;①Residential water consumption refers to: daily living water consumption of urban residents. 230100--170
②Comprehensive living water consumption refers to: daily living water consumption of urban residents and water consumption of public buildings, but does not include water consumption for roads, roads and other municipalities.
@Extraordinary cities: cities with a non-agricultural population of 100 square meters or more in urban and suburban areas"Metropolitan cities refer to: cities with a non-agricultural population of 500,000 or more in urban and suburban areas. Among the cities with a population of less than 1 million, small cities refer to cities with a non-agricultural population of less than 500,000 in the urban and suburban areas. ① Region 1 includes Guizhou, Sichuan, Chaobei, Hunan, Jiangxi, Zhejiang, Fujian, Guangdong, Guangxi, Hainan, Shangmei, Yunnan, Jiangsu, Anhui, Xunqing. Region 2 includes: Heilongjiang, Gulin, Jiangning, Beijing, Tianbang, Hebei, Shanxi, Henan, Shandong, Ningzhong, Yixi, Neichao, the east of the ancient Hetao and the east of the Yellow River in Gannan. Region 3 includes: Xinzui, Qinghai, Ximeng, the west of the Hetao in Inner Mongolia and the west of the Yellow River in Gannan. For economic development zones and special zones, the water quota can be increased according to the actual water use situation. The maximum daily urban comprehensive water use time variation coefficient should be 1.3~1.6, and the daily variation coefficient should be 1.1~1.5. It can be appropriately increased for individual small towns. Section 2.0.3 The quality of drinking water must meet the requirements of the current "Sanitary Standards for Drinking Water".
When the minimum service head of the domestic drinking water pipe network is determined according to the number of floors of the building: the first floor is 10 meters, the second floor is 12 meters, and each additional floor above the second floor increases by 4 meters. Note: When calculating the pipe network, the water pressure required for a single high-rise building or a building on high ground can be ignored as a control condition. In order to meet the water supply requirements of the above-mentioned buildings, a local pressure boosting device is required. Element 2.0.4 The production water consumption, water quality and water pressure of industrial enterprises shall be determined according to the production process requirements. The living water consumption of the staff in the industrial enterprise shall be determined according to the nature of the workshop, and generally 25 to 35 liters/person/shift can be used, and the time variation coefficient is 2.5 to 3.0.
The shower water consumption of the staff in the industrial enterprise shall be determined according to the sanitary characteristics of the workshop, and generally 40 to 60 liters/person/shift can be used, and the duration is 1 hour. Element 2.0.5 The living water consumption in public buildings shall be implemented in accordance with the current "Design Code for Indoor Water Supply, Drainage and Hot Water Supply". Article 2.0.6 The amount of water used for fire fighting, water pressure and duration, etc., shall be implemented in accordance with the current "Code for Fire Protection Design of Buildings" and "Code for Fire Protection Design of High-rise Civil Buildings" and other design fire protection codes.
The amount of water used for roads and land shall be determined based on the conditions of road surface, greening, climate and soil.
Article 2.0.8 The unforeseen water consumption and water loss from pipe networks in towns can be calculated based on 15% to 25% of the maximum daily water consumption. The unforeseen water consumption and water loss from pipe networks of industrial enterprises' self-provided water plants can be determined based on the process and equipment conditions. Chapter III Water
Section 1 Water Source Selection
Article 3.1.1 Before selecting a water source, a survey of water resources must be conducted. Article 3.1.2 The selection of water sources shall be determined after comprehensive consideration of technical and economic comparison, and shall meet the following requirements: 1. The water volume shall be sufficient and reliable; 2. The quality of raw water shall meet the requirements; 3. Groundwater that meets the sanitary requirements shall be given priority as a source of drinking water; 4. It shall be used in combination with agriculture and water conservancy; 5. The water intake, water delivery and purification facilities shall be safe, economical and easy to maintain; 6. The conditions for construction shall be met. Article 3.1.3 When groundwater is used as a water supply source, there shall be accurate hydrogeological data, and the water intake shall be less than the allowable exploitation volume, and blind exploitation shall be strictly prohibited. Article 3.1.4 When surface water is used as a water source for urban water supply, the guarantee rate of its design low-flow flow should be selected according to the size of the city and the importance of large industrial users. Generally, 90% to 97% can be used. When surface water is used as a water source for industrial enterprises, the guarantee rate of its design low-flow flow should be implemented in accordance with the regulations of relevant departments. Note: The guarantee rate of the design low-flow flow value can be appropriately reduced according to specific circumstances. Article 3.1.5 The water source, water intake location and water intake amount should be determined with the consent of relevant departments. The water quality and sanitary protection of drinking water sources should also meet the requirements of the current "Sanitary Standards for Drinking Water".
Section 2 Groundwater Intake Structures
(1) General Provisions
Article 3.2.1
The location of groundwater intake structures shall be selected based on hydrogeological conditions and shall meet the following requirements:
1. Located in a water-rich area with good water quality and not easily polluted! 2. Close to major water use areas;
3. Convenient for construction, operation and maintenance
Article 3.2.2
The type of groundwater intake structure shall be determined based on hydrogeological conditions through technical and economic comparison. Various types of water intake structures are generally applicable to the following stratum conditions: 1. Tube wells are applicable to aquifers with a thickness greater than 5 meters and a bottom burial depth greater than 15 meters; 2. Large wells are applicable to aquifers with a thickness of about 5 meters and a bottom burial depth less than 15 meters; 3. Seepage nests are only applicable to aquifers with a thickness less than 5 meters and a channel bottom burial depth less than 6 meters; 4. Slurry chambers are applicable to spring outcrops and a blue layer thickness less than 5 meters. Article 3.2.3 The design of groundwater intake structures shall meet the following requirements: 1. Measures shall be taken to prevent the infiltration of surface sewage and non-intake layer water; 2. The filter shall have good water inlet conditions, a solid structure, strong skin erosion resistance, and not easy to clog; 3. Large wells, seepage racks and spring chambers shall have ventilation measures; 4. There shall be a rat for measuring the water level. The operation of the well group shall be centrally controlled. Article 3.2. 4 Elements
Article 3.2.5 When siphons are used for water collection, steel pipes should be used. The length of each siphon should not exceed 500m, the flow rate in the pipe can be 0.5~~0.7m/s, and the upward slope of the horizontal pipe section along the water flow direction should not be less than 0.001. () Pipe
Article 3.2.6
Water should be taken from medium and coarse sand and gravel aquifers with sufficient water supply from pipe wells, good water permeability, and a thickness of more than 40m. After pumping tests and technical and economic comparisons, segmented water extraction can be adopted. Article 3.2.7 The design of the pipe well and its filter pipe, filter and sedimentation pipe shall comply with the relevant provisions of the current water supply pipe well design specifications. Article 3.2.B The pipe well opening shall be provided with a casing and filled with impermeable materials such as oil hemp, high-quality clay or cement to seal it. The sealing thickness shall be determined according to the local hydrogeological conditions and shall generally be not less than 3 meters from the ground. When there is a building directly on the well, the well shall be covered from the bottom of the foundation. Article 3.2.9 For pipe wells that draw water from aquifers containing silt sand and fine sand, when water is directly delivered to the pipe network, sand removal and discharge devices shall be installed on the outlet pipe of the water system. Article 3.2.10 When using pipe wells to draw water, the number of spare wells shall generally be determined by 10% to 20% of the design water volume, but shall not be less than one well.
(straight) large
Article 3.2.11
The depth of a large well should not be greater than 15 meters. Its diameter should be determined according to the design water volume, pumping equipment layout and construction convenience, but should not exceed 10 meters.
Article 3.2.12 The water inlet method of a large well (water inlet from the bottom of the well, water inlet from the wellbore and well wall at the same time, or adding a jet pipe to the wall, etc.) should be determined according to the local hydrogeological conditions. When conditions permit, it is advisable to use a parallel mill for water inlet.
Article 3.2.13 The bottom filter layer of a simple large well should be made into a concave arc shape. The filter layer can be divided into 3 to 4 layers, and the thickness of each layer should be 200 to 300 mm. The particle size of the filter material in the layer adjacent to the aquifer can be calculated as follows:
Where d - the particle size of the filter material in the filter layer, d:
-the calculated particle size of the particles in the aquifer.
When the aquifer is fine sand minus silt, dsot is medium sand minus silt, d3ot is coarse sand, d3ot is dzo (daodso and dea are the particle sizes when the cumulative weight percentage of the aquifer particles passing the sieve is 40%, 30% and 20% respectively): The particle size ratio of the two adjacent filter layers should be 2 to 4. Article 3.2.14 The filter layer of the water inlet hole on the wall of a large well can be filled in two layers, and the calculation of the filter material particle size should comply with the provisions of Article 3.2.13 of this Regulation. Article 3.2.15 The sand-free concrete well is suitable for medium and group sand and stone aquifers. The water permeability, sand blocking capacity and manufacturing requirements of the wall shall be determined through experiments or reference to experience under similar conditions. Article 3.2.16 The following measures shall be set for large wells to prevent water pollution: 1. The manhole shall use a dense cover plate, which shall not be less than 0.5 meters above the ground; 2. A non-water-repellent water-dispersing slope shall be set around the well, and its width is generally 1.5 meters; in the permeable soil, a clay layer with a thickness of not less than 1.5 meters shall be filled under the water-dispersing slope. (N) Seepage Article 3.2.17 Water requirements.
The scale and layout of the infiltration nests should be considered to be able to meet the cross-sectional dimensions of the pipes in the infiltration channel during maintenance. The following data should be used and calculated and determined by the factors in Article 3.2.18:
1. The water flow velocity is 0.5~0.8m/s; 2. The filling density is 0.51
3. The inner diameter or short side length is not less than 600mm. Article 3.2.19
m/s.
The flow velocity of water through the holes of the infiltration nest should not be greater than 0.01 Article 3.2.20
An anti-filter layer should be made on the outside of the infiltration channel. The calculation of the number of layers, thickness and filter material particle size should comply with the provisions of Article 3.2.18 of this specification, but the particle size of the innermost filter material should be slightly larger than the diameter of the water inlet hole.
Article 3.2.21 The design of infiltration canals for avoiding water seepage from river surface flow should select an appropriate blocking coefficient based on the water quality of the influent and the service life. For infiltration heads located in river beads and river floodplains, the upper part of the anti-shoal layer and the upper part of the anti-shoal layer should be protected according to the river channel erosion situation. 5 - 1 --- 5
Article 3.2.23 Inspection and repair facilities should be set at the ends, corners and cross-section changes of the sea channel. The spacing of the inspection and repair facilities in the straight part should be determined according to the length and cross-section size of the canal, and can generally be 50 meters.
Section 3 Surface Water Intake Structures
Article 3.3.1 The selection of surface water intake structures shall be determined through technical and economic comparison based on the following basic requirements: 1. Located in an area with good water quality;
2. Close to the mainstream, with sufficient water depth, stable riverbed and shore, and good engineering geological conditions;
3. As far as possible, it shall not be affected by silt, floating objects, ice waves, ice, tributaries and tidal currents;
4. It shall not hinder navigation and flood discharge, and shall comply with the requirements of river channel, tidal bore and reservoir regulation planning;
5. Close to the main water use area;
6. The location of surface water intake structures for drinking water supply shall be located in the clean river section upstream of towns and industrial enterprises.
Article 3.3.2 When the river channel and hydrological conditions are complex, or the water intake accounts for a large proportion of the lowest flow of the river, a hydraulic model test should be carried out before designing large-scale water intake structures from rivers.
Article 3.3.3 The type of water intake structure should be determined through technical and economic comparison based on the water intake and water quality requirements, combined with riverbed topography and geology, riverbed irrigation, water depth and water level fluctuation, mud and floating objects, ice conditions and shipping, as well as construction conditions, while ensuring safety and predictability.
Article 3.3.4 The layout of the water intake structure on the riverbed and the selection of its shape should take into account that after the completion of the water intake project, the stability of the riverbed will not be affected by changes in water flow conditions.
Article 3.3.5 The flood control standard of river water intake structures shall not be lower than that of cities, and the design flood recurrence period shall not be less than 100 years. The flood control standard of reservoir water intake structures shall be the same as that of major buildings such as reservoir dams, and shall adopt two-level standards: design and verification.
The guarantee rate of the design low water level shall be selected according to the water source conditions and water supply requirements, and can generally be 90% to 99%.
Article 3.3.6
When designing fixed water intake structures, the needs of development shall be considered. Water intake structures shall take corresponding protective measures to prevent the following situations according to the water source conditions: 1. Blockage by floating objects, silt, ice, ice and aquatic organisms; 2. Damage caused by floods, siltation, extrusion of frozen layers and lightning strikes; 3. Collision by ice, wood and ships. On navigable rivers, water intake structures shall be marked with volume marks according to the requirements of the shipping department. Element 3.3.8 The design elevation of the inlet of a side-type water-intake pump shall be determined according to the following conditions: 1. When the pump room is on the side of a channel, the design elevation shall be the highest water level plus 0.5 m; 2. When the pump room is on the side of a river, the design elevation shall be the highest water level plus the wave height plus 0.5 m. If necessary, measures to prevent wave climbing shall be provided. 3. When the pump room is in a tidal bore, reservoir or seaside, the design elevation shall be the highest water level plus the wave height plus 0.5 m. Measures to prevent wave climbing shall be provided. 3.3.9 The height from the lower edge of the lowest water inlet hole of a water-intake structure located on a river to the riverbed shall be determined based on the hydrological and sediment characteristics of the river and the stability of the riverbed. Generally, it shall not be less than the following provisions: 1. The side water inlet hole shall not be less than 0.5 m. When the water depth is shallow, the water quality is clear, the riverbed is stable and the water intake is not large, its height may be reduced to 0.3 m. 2. The top surface water inlet hole shall not be less than 1.0 meters. Article 3.3.10 The height of the lower edge of the lowest water inlet hole of the water intake structure located at the tidal flats or reservoir edge from the bottom of the water body shall be determined based on factors such as the irrigation sedimentation and changes at the bottom of the water body, but generally should not be less than 1.0 meters. When the water depth is shallow, the water quality is clear, and the water intake is not large, the height can be reduced to 0.5 meters. Article 3.3.11 The depth of the upper edge of the water inlet of the water intake structure below the designed minimum water level shall be determined by hydraulic calculation according to the hydrology, ice conditions and floating objects of the river, and shall comply with the following provisions respectively: 1. When water is inlet from the top, it shall not be less than 0.5 meters; 2. When water is inlet from the side, it shall not be less than 0.3 meters; 3. When water is inlet by siphon, it shall generally not be less than 1.0 meters, and when the water body is frozen, it can be reduced to 0.5 meters. Note: ① The above data should be calculated from the lower peak of the ice when the water body is frozen; ② For water intake structures along the river bank, reservoir, dam or river, the influence of wind marks shall also be considered. Article 3.3.12 The water intake head of the water intake structure should be divided into two or two compartments. The water intake room should be divided into several rooms to facilitate cleaning. Note: In rivers with many contaminated materials, the distance between the heads of the two sides of the water flow is relatively large. 3.3.13 The water inlet holes of the water intake structures should be equipped with grilles.The net distance between the bars should be determined according to the amount of water intake, ice and floating objects, etc. The net distance between the bars is generally 30-50 mm for small water intake structures and 80-120 mm for large and medium water intake structures. When there are a lot of ice or floating objects in the river, the net distance between the bars should be larger. If necessary, measures should be taken to remove the accumulated mud, floating objects and ice blockage in front of the sieve. Article 3.3.14 The flow rate of the water intake hole should be determined according to the number of floating objects in the water, the presence or absence of ice, the water flow velocity at the water intake location, the amount of water intake, the convenience of checking and cleaning the grid, etc. Generally, the following data should be used: 1. For shore-type water intake structures, the flow rate is 0.2~0.6 m/s when there is ice; 0.4~1.0 m/s when there is no ice.
2. For riverbed-type water intake structures, the flow rate is 0.1~0.3 m/s when there is ice and 0.2~0.6 m/s when there is no ice.
The blocking area of the grid should be considered as 25%. Article 3.3.15 When it is necessary to remove floating objects in the water after passing through the grid, a flat grid or a rotating grid can be installed in the water intake room. The blocking area of the flat grid should be considered as 50%, and the flow rate should not be greater than 0.5 m/s. The blocking area of the rotary grid should be considered as 25%, and the flow rate should not be greater than 1.0 m/s.
The number and diameter of the water inlet gravity pipe or siphon pipe should be determined by hydraulic calculation based on the minimum water level in Article 3.3.16. The number shall not be less than two. When one pipeline stops working, the flow rate of the remaining pipelines shall meet the requirements of emergency water use. Article 3.3.17 The design flow rate of the water inlet gravity pipe and siphon pipe should generally not be less than 0.6 m/s. If necessary, measures should be taken to remove silt. Siphon pipes should preferably be steel pipes, but iron pipes can also be used for the pipe sections buried underground. Article 3.3.18 The water intake platform of the water intake structure shall be equipped with easy-to-operate idle valve opening and closing equipment and grid lifting equipment: if necessary, equipment for removing sediment shall also be provided. Article 3.3.19 When the water level fluctuation is large, the water level drop speed is less than 2.0 m/h, and the water flow is not strong, the construction period is short, and it is difficult to build a fixed water intake structure, consider using a mobile water intake structure such as a cable car or a floating boat. Article 3.3.20 The number of mobile water intake structures shall be determined based on the scale of water supply, the joint type of the connecting pipe, and whether there is safe water storage and discharge. Section 3.3.21 The cable car or floating boat of the movable water intake structure should have sufficient stability and rigidity. The layout of the machine level, pipes, etc. should consider the balance of the cable car or boat body. The design of the unit base should consider reducing the vibration of the unit to the cable car or boat body. Each unit should be installed on the same base.
Section 3.3.22 The design of the cable car type water intake structure should meet the following requirements: 1. Its location should be selected in the section with a slope inclination of 10° to 28°; 2. The slope of the cable car track should be close to the original slope; 3. The underwater part of the cable car track should avoid trenching. When there is silt accumulation on the slope, sand flushing facilities should be considered.
4. The connecting pipe section between the water outlet on the cable car and the water delivery inclined pipe should use rubber hoses or crank arm connecting pipes according to the specific situation. 5. The cable car should be equipped with safe and reliable braking equipment. Article 3.3.23 The location of floating water intake structures should be selected in areas with good river banks and mooring conditions.
Floating vessels should have efficient anchoring facilities. The connecting pipe section between the outlet pipe on the floating vessel and the water delivery pipe should be of arm type or stepped type according to the physical conditions. Article 3.3.24 The water intake structure for shallow rivers in mountainous areas can be of low dam type (movable dam or fixed dam) or bottom fence type.
Low dam type water intake structures are generally suitable for shallow rivers in mountainous areas with little bed load, while bottom fence type water intake structures are generally suitable for shallow rivers in mountainous areas with more large-particle bed load.
Article 3.3.25 The location of the low dam should be selected on a stable river section. The setting of the dam should not affect the stability of the original riverbed.
The water intake should be arranged in the concave reservoir of the riverbed in front of the dam. Article 3.3.26 The height of a low dam shall meet the requirements of water intake depth. The discharge width of the dam shall be determined by comprehensive research based on factors such as river gradient, flood flow, riverbed geology and river channel plane morphology. The position and water-passing capacity of the sand flushing gate shall be determined based on the requirements of stabilizing the main channel in front of the water intake and flushing away the silt. The location of the bottom fence shall be selected in the river section with stable riverbed, large longitudinal slope, concentrated water flow and less impact of mountain torrents. Article 3.3.28 The fence of the bottom fence type water intake structure should be in the form of movable blocks. The width of the fence shall be determined based on factors such as the particle size and amount of river sediment, the sediment discharge capacity of the corridor, and the water quality requirements for water intake. The length of the fence shall be determined according to the water intake requirements. The bottom fence type water intake structure shall have sand settling and sand flushing facilities. Chapter 4
Article 4.0.1 When selecting the model and number of working water pumps, the model and number should be determined based on the hourly, daily and seasonal changes in water volume, water pressure requirements, water quality, water filter size, unit efficiency and power factor, etc. When the water supply volume changes greatly, the size of the water pump should be considered, but the models should not be too many, and the voltage of the motor should be consistent. Article 4.0.2 The selection of water pumps should meet the energy-saving requirements. When the water supply volume and water pressure change greatly, it is advisable to use water pumps with adjustable blade angles, unit speed regulation or impeller replacement.
Article 4.0.3 The pump room should generally have one or two standby water pumps. The model of the standby water pump should be consistent with the large pump in the working water pump. Article 4.0.4 Pump boats that cannot interrupt water supply should have two external independent power supplies; if this is not possible, backup power equipment should be installed, and its capacity should be able to meet the water requirements in the event of an accident.
Article 4.0.5
Large-scale water pumps that require fast starting should preferably be self-priming. The water priming time of non-self-priming water pumps should not exceed 5 minutes. Article 4.0.6 The flow rate of the water pump suction pipe and outlet pipe should adopt the following values: 1. Suction pipe:
When the diameter is less than 250 mm, it is 1.0~～1.2 m/s; when the diameter is between 250 and 1000 mm, it is 1.2~1.6 m/s; when the diameter is greater than 1000 mm, it is 1.5~2.0 m/s. 2. Water outlet pipe:
When the diameter is less than 250 mm, it is 1.5 ~ 2.0 m/s; when the diameter is between 250 and 1600 mm, it is 2.0 ~ 2.5 m/s; when the diameter is greater than 1600 mm, it is 2.0 ~ 3.0 m/s. Article 4.0.7 Non-self-priming water systems should be equipped with suction pipes respectively, and three or more self-excited water pumps should be installed. If combined suction pipes are used, the number shall not be less than two. When an accident occurs in one suction pipe, the remaining suction pipes can still pass the designed water volume. The lifting equipment in the system room can be selected according to the following provisions: Article 4.0.8: 1. When the lifting weight is less than 0.5 tons, a fixed lifting device or a mobile hanging frame shall be installed; 2. When the lifting weight is between 0.5 and 2 tons, a manual lifting device shall be installed; 3. When the lifting weight is greater than 2 tons, an electric lifting device shall be installed. Note: For a room with a large lifting height, a long lifting distance, a large number of lifting times, or a double row arrangement of water, the mechanization level of the lifting can be appropriately improved. Article 4.0. Article 9 The layout of water pump units shall comply with the following provisions: 1. The clear distance between two adjacent units and between the unit and the wall: if the motor capacity is not greater than 55 kWh, it shall not be less than 0.8 meters; if the motor capacity is greater than 55 kWh, it shall not be less than 1.2 meters.
2. When considering on-site maintenance, at least a channel with the width of the water pump unit plus 0.5 meters shall be set on one side of each unit, and the pump shaft and motor rotor shall be able to be disassembled during maintenance. 3. The width of the main channel of the pump room shall not be less than 1.2 meters. Note: ① The clear distance between units in underground system rooms or movable water intake system rooms can be appropriately reduced according to the situation; ② If the motor capacity is less than 20 kWh, the clear distance between the machine coarse net can be appropriately reduced. Article 4.0.10 When a centralized maintenance site is set up in the pump room, its area shall be determined according to the external dimensions of the water pump or motor, and a channel with a width of not less than 0.7 meters shall be left around it. It is advisable to use the space to set up a centralized maintenance site in the underground room. Wet vertical pump room equipped with deep well water pumps shall also have a place for stacking pump pipes. Overhead pipes in the pump room shall not obstruct passages and pass through electrical equipment. Article 4.0.11
Article 4.0.12
In addition to considering ventilation and lighting conditions, the net height between the floor of the pump room ground floor and the bottom of the protruding components of the roof shall comply with the following provisions: 1. When a fixed hook or mobile hanger is used, its value shall not be less than 3.0 meters; 2. When a monorail crane is used,There should be a clear distance of more than 0.5 meters between the bottom of the hoisted object and the top of the object being hoisted. Third, when using a truss crane, in addition to complying with the second provision, the installation and maintenance of the crane should also be considered. Article 4.0.13 When designing a pump room equipped with a vertical water pump, in addition to complying with the relevant provisions in the above provisions, the following factors should also be considered: 1. Try to shorten the length of the water pump drive shaft; 2. Set up a hoisting hole on the upper floor of the water pump layer; 3. Set up a platform and ladder leading to the intermediate bearing; Article 4.0.14 A pre-lubricating water supply device should be installed in the pump room, and a hoisting hole should be installed on the outer basket of the pump room. When conditions permit, it can be built in an open-air style. Article 4.0.15 The pump room should have at least one door that can carry the largest equipment. Article 4.0.16 The pump room has a diameter of 300 mm and above. If the starting frequency is purple, hydraulic or electric drive can be used. Article 4.0.17 According to production needs, the operation of the water pump can be centralized or automatically controlled.
Article 4.0.18 Elements
Ventilation and drainage facilities.
The design of the pump room should adopt corresponding heating and ventilation according to the specific situation. The noise prevention measures of the pump room should comply with the current (Urban Area Environmental Noise Standard) and the "Industrial Enterprise Noise Control Design Code" Article 4.0.19. When designing a pump room with fire water supply tasks, its fire resistance level and power supply, as well as the start-up of the water pump, the suction pipe, the connection with the power machinery and the standby, etc., should also comply with the current "Building Design Fire Protection Code" and "High-rise Civil Building Design Fire Protection Code" requirements.
Article 4.0.20 Article 1 For pump houses that deliver water to high ground, when the water pump is equipped with a check valve or a bottom valve, the pump stop water chain pressure calculation should be carried out. When the calculated water pressure value exceeds the pipeline test pressure value, measures must be taken to eliminate the pump stop water body. The pump stop water chain elimination device should be installed on each water outlet main pipe outside the pump house, and there should be a reserve in stock.
Chapter 5 Water Delivery and Distribution
The selection of water delivery pipeline lines should be determined according to the following requirements: Article 1
1. Try to shorten the line length,
2. Reduce demolition and occupy less farmland
3. The construction, operation and maintenance of the pipeline are convenient. Article 5.8.2 The design flow rate of the water supply pipeline from the water source to the urban water plant or the self-provided water plant of the industrial enterprise shall be determined according to the maximum daily average hourly water supply plus the self-use water consumption. When the water is transported over long distances, the design flow rate of the water supply pipeline shall be included in the water loss of the pipeline. The design flow rate of the pipeline that supplies water to the pipeline network shall be determined according to the water supply borne by the water plant under the conditions of the highest daily maximum hourly water consumption recorded in 5-1-7
when there are regulating structures in the pipeline network; when there are no regulating structures, it shall be determined according to the highest daily maximum hourly water supply. Note: The above-mentioned sugar water pipe set, when it is responsible for the fire water supply task, should include the cleaning and defense supplementary flow or fire prevention.
Generally, there should be no less than two water supply trunks. When there is a safety water storage tank, Section 5.0.3 Article
or other safety water supply measures, a water main can also be built. The diameters of the water main and connecting pipes and the number of connecting pipes should be determined based on the calculation of the accident water consumption when any section of the water main fails. The accident water volume of towns is 70% of the design water volume, and the accident water volume of industrial enterprises is determined according to relevant process requirements. When there is a fire water supply task, the fire water volume should also be included.
When open nests are used to transport raw water, there should be measures to protect water quality Article 5.0.4
and prevent water loss
Article 5.0.s Article 5.0.6 The water distribution network in Xiangyu Town should be designed in a ring shape. When intermittent water supply is allowed, it can be designed in a tree shape, but the possibility of connecting to a ring network in the future should be avoided. A drain valve should be installed at the end of the tree-shaped pipe section. The shape of the water distribution network of industrial enterprises should be determined according to factors such as the general layout of the plant area and the water supply safety requirements. Article 5.0.7 The pipe network for domestic water supply in the city should be connected to the pipe network for non-domestic water supply.
It is strictly forbidden to directly connect the urban drinking water pipeline network with the domestic water supply system prepared by each unit
Article 5.0.8
The head loss per unit length of the pipeline (channel) should be calculated according to the following formula:
, old steel pipe and old iron pipe
When v<1.2 m/s:
t= 0.000912(
When v≥1.2 m/s,
t= 0.00107zt
2. Concrete pipe, reinforced concrete pipe and various channels In the formula —head loss per meter of pipeline (collection) (m); d, —calculated inner diameter of the pipeline (nest) (m), average flow velocity (m/s),
R ——hydraulic radius (m);
(5-8-1)
(5-8-2)
(5-8-3)bZxz.net
C - velocity coefficient
The flow coefficient C of thick soil pipe and fine soil pipe can be calculated according to the following formula in Section 5.0.9:
(5-9-1)
-Roughness coefficient,
For various channels, the velocity coefficient C can be calculated according to the following formula, CIR
(5-9-2)
wherein is the roughness coefficient related to the material and condition of the dyeing tank. y---An index related to R and n, determined according to the following formula ty=2.5-0.13-0.75/R(Vn-0.1)(5-9-3)
Section 5. Article 0.10 The water distribution network shall be calculated based on the highest daily water consumption and the design water pressure, and shall be checked according to the following three situations and requirements: 1. Flow and water pressure requirements during firefighting; 5-1-8
2. Flow and water pressure requirements during maximum transfer; 3. Accident water consumption and water pressure requirements when the most unfavorable pipe section fails. Article 5.0.11 The minimum diameter of the pipe responsible for fire water supply shall not be less than 100 meters; the spacing between outdoor fire hydrants shall not be greater than 120 meters. Article 5.0.12 The selection of water distribution pipe materials shall be determined based on water pressure, external loads, soil properties, construction maintenance and material supply. When conditions permit, non-metallic pipes such as socket-type prestressed reinforced concrete pipes and socket-type self-stressed reinforced concrete pipes should be used.
Article 5.0.13 Article 5.0.14 Water pipelines and distribution networks shall be equipped with valves for segmentation and zoning inspection according to specific conditions. The distance between valves on the distribution network shall not exceed the length of 5 fire hydrants.
At the necessary positions of the ridges and straight sections of water pipelines and distribution networks, exhaust (inlet) vents shall be installed, and drain chambers shall be installed at the lower places. Their number and diameter shall be determined by calculation.
Article 5.aα15 When designing full-flow water pipelines, the possibility of water leakage shall be considered, and measures to eliminate water leakage shall be taken if necessary. Article 5.0.16 Anti-separation measures shall be considered for plain metal pipelines. When metal pipes need internal protection, water-mixed mortar should be considered first. Toxic materials shall not be used for internal anti-corrosion of drinking water pipes. When metal pipes are laid in corrosive soils, near electrified railways or other areas where stray currents exist, the possibility of electric shock should be considered, and cathodic protection measures should be taken if necessary. Article 5.0.17 The buried depth of the pipeline shall be determined based on factors such as freezing conditions, external loads, pipe strength and weight with other pipelines. Open-air pipes shall be equipped with adjustable pipe expansion and contraction devices, and anti-freezing and heat preservation measures shall be taken as needed. Article 5.0.18 The setting of piers at the vertical or horizontal turns of β-socket pipes shall be determined by calculation based on factors such as pipe diameter, turning angle, pressure test standard and interface pressure.
Article 5.0.19
Drinking water pipelines should avoid passing through areas polluted by toxic substances or corrosive areas as far as possible. If they must pass through, protective measures should be taken. The plan layout and vertical elevation of urban water supply pipelines should comply with Article 5.0.Article 20
Integrated design requirements for urban pipelines, the plane layout and vertical elevation of industrial water supply pipelines shall comply with the integrated design requirements for factory pipelines. Article 5.0.21 The horizontal clearance between urban water supply pipelines and buildings, railways and other pipelines shall be determined based on the structure of the building foundation, road type, health and safety, pipe burial depth, pipe diameter, pipe material, construction conditions, working pressure in the pipe, size of auxiliary structures on the pipeline and relevant regulations. Generally, it shall not be less than the provisions in Table 5.0.21: Article 5.0.22 The water supply pipe shall be located above the sewage pipe. When the water supply pipe and sewage pipe are arranged in parallel, the clearance between the outer wall of the pipe shall not be less than 1.5 meters. When the water supply pipe is located below the sewage pipe, the water supply pipe must be made of metal pipes, and the clearance shall be determined according to the permeability of the soil and the groundwater level. 5.0.21
Horizontal clear distance from the water supply pipeline (meter)
Construction environment name
Railway transportation period road elevation
Restoration period road temporary project
Zunhong Road
Low and medium pressure gas pipe (<1.5 kg/m) High pressure gas pipe (1.5~s.0 kg/m) High pressure gas pipe (3.0~8.0 kg/m) Thermal pipe
Hengshu center
Passage and open pole
High voltage pole support
Power cable
If the design layout of the old Yao Shen is difficult, then take effective measures, and the above provisions can be appropriately reduced. Article 5.0.23 When water supply pipes cross each other, their clear distance should not be less than 0.15 meters. When the domestic drinking water supply pipeline crosses the sewage pipeline or the pipeline for transporting toxic liquids, the water supply pipeline should be laid on the top and there should be no overlap of the interface. When the water supply pipeline is laid below, steel pipes or steel casings should be used. The length of the casing extending from the crossing pipe shall not be less than 3 meters on each side, and both ends of the casing shall be sealed with waterproof materials. Article 5.0.24 When the water supply pipeline crosses the railway, its design shall be implemented in accordance with the provisions of the "Railway Engineering Technical Specifications" and the approval of the railway management department shall be obtained. Article 5.0.25 When the element pipeline crosses the river, it can be used in the form of pipe bridge or riverbed crossing. If conditions permit, it should try to use existing or newly built bridges for construction. Pipelines crossing the riverbed should avoid anchorages. Generally, two pipelines should be set up. When one pipeline stops working, the other pipeline can still pass the design flow. The flow velocity in the pipeline should be greater than the non-silting flow velocity. The buried depth of the pipe top from the riverbed should be determined according to the water flow scouring conditions. Generally, it should not be less than 0.5 meters, but it should not be less than 1.0 meters within the navigation range. There should also be facilities for maintenance and anti-scouring. When passing through a river with navigation, the design of the river crossing pipe should obtain the consent of the local navigation management department, and signs should be set up on both sides. Article 5.0.26 On the soil foundation, the water transmission and distribution pipeline should generally be laid on the undisturbed original soil layer; on the rock foundation, a sand cushion layer should be laid; for silt and other foundations whose bearing capacity does not meet the design requirements, foundation treatment must be carried out. Article 5.0.27 The location of the centralized water supply station should take into account the convenience of water collection, and its service radius is generally not more than 50 meters.
Article 5.0.28 The effective volume of the clear water tank in the urban water plant should be determined based on the water production curve, water delivery curve, self-use water and fire reserve water, and should meet the contact time requirements for disinfection. When there is no regulating water tank outside the plant, in the absence of data, it can generally be calculated based on 10% to 20% of the maximum daily design water volume of the water plant. The effective volume of the off-site regulating tank shall be determined based on the water supply curve, water use curve and fire reserve water volume of the water plant. When data is lacking, it can also be determined by referring to the empirical data under similar conditions. Article 5.0.29 The effective volume of the water tank and water tower for industrial water shall be determined based on the requirements of dispatching, accidents and fire fighting. Article 5.0.30 The number or number of compartments of the clear water tank shall not be less than two, and they can work independently and be emptied separately; if there are special measures to ensure the water supply requirements, one may also be built. Article 5.0.31 The clear water tank and water tower for drinking water shall have measures to ensure water flow, avoid dead corners, prevent pollution, facilitate cleaning and avoid air. Article 5.0.32 The water tower shall be equipped with a lightning protection device. Overall Design of Water Plant
Chapter 6
Section 6.0.1 System
The selection of water plant site shall be determined through technical and economic comparison based on the following requirements:
1. Reasonable layout of water supply system;
2. Not threatened by floods;
3. Good conditions for wastewater discharge;
4. Good engineering geological conditions;
5. Good sanitary environment and convenient for setting up protection zones;
Less demolition and no or less occupation of fertile farmland;
7. Convenient for construction, operation and maintenance.
Article 6.0.2 The layout of the production structures of the water plant shall meet the following requirements: 1. The elevation layout shall make full use of the original terrain slope; 2. The distance between the structures should be close, but it should meet the construction requirements of each structure and pipeline;
3. The layout of the connecting pipes between the production structures should make the water flow straight and prevent backflow; 4. The auxiliary buildings of the water plant production (repair room, garage, warehouse, etc.) should be arranged separately;
5. The living and welfare facilities of the water plant (canteen, bathroom, nursery, etc.) should be arranged separately. Article 6.0.3 The water distribution between the parallel-operated water purification structures should be uniform.
Article 6.0.4 The layout between the dosing room, sedimentation tank and filter tank should be convenient for passage; Article 6.0.5 The drainage of the water plant should generally be discharged by gravity flow. If necessary, a drainage pump station can be set up.
Article 6.0.6 Water plants should consider greening, and the greening area of new water plants should not be less than 20% of the total area of the water plant.
The top of the clear water tank should be covered with grass.
Article 6.0.7 This article is deleted.
Article 6.0.8 The shape of each building should be simple and beautiful, and the materials should be appropriately selected, and the overall effect of the building and the coordination with the surrounding environment should be considered. Article 6.0.9 The water plant should be equipped with a storage area for filter materials, pipe fittings, etc. as needed.
Article 6.0.10 The fire protection design of boiler room and dangerous goods warehouse shall comply with the requirements of "Code for Fire Protection Design of Buildings".
Article 6.0.11 Water flush toilets shall be used in water plants, and the location of toilets and septic tanks shall be kept at a height of more than 10 meters from the water purification structure. Article 6.0.12 Roads leading to various structures and membrane buildings shall be set up in the water plant. Generally, they can be designed according to the following requirements: 1. The width of the main carriageway: 3.5 meters for a single lane and 6 meters for a double lane, and there should be a return lane. The width of the pedestrian road is 1.5 to 2.0 meters. Large water plants can generally have double lanes, and medium and small water plants can generally have single lanes. 2. The turning radius of the carriageway should not be less than 6 meters. Article 6.0.13 Article
A water supply system should be installed around urban water plants or industrial enterprises' self-provided water plants located outside the factory area. The height should generally not be less than 2.5 meters. Article 6.0.14 The flood control standard of a water plant should not be lower than the flood control standard of the city, and an appropriate safety margin should be left.
Chapter VII Water Treatment
Section 1 General Provisions
Article 1.1 The selection of the process flow of raw water treatment and the composition of the main structures should be determined based on the raw water quality, design production capacity, and requirements for the quality of the treated water, with reference to the operating experience of water plants under similar conditions, combined with local conditions, and determined through a comprehensive technical and economic comparison study.
Note: High-efficiency water treatment should be carried out in accordance with relevant design specifications. Article 7.1.2 The production capacity of the water treatment structure should be determined by the maximum daily water supply plus the self-use water consumption, and if necessary, the fire-fighting supplementary water should also be included. The self-use water consumption of urban water plants and industrial enterprises' self-supplied water plants should be determined by calculation based on factors such as the raw water quality, the treatment method adopted, and the type of structure. The self-use rate of urban water plants can generally be 5%~10% of the water supply. Article 7.1.3 The design of the water treatment structure should be verified according to the required water supply when the raw water quality is the most unfavorable (such as sand peaks, etc.). Article 7.1.4 When designing urban water plants and industrial enterprises' self-supplied water plants, it should be considered that any structure or equipment can still meet the water supply requirements when it is repaired, cleaned or stopped working.
Article 7.1.5 The water purification structure should be equipped with mud discharge pipes, emptying pipes, overflow pipes and pressure washing equipment according to specific conditions. Article 7.1.6 Article 7.1: 7
Main passages above water purification structures shall be equipped with guardrails. Article 7.1.8 In cold regions, water treatment structures should have cooling facilities. When 51-9°C is used, the indoor temperature can be designed as 5°C; the indoor temperature of the dosing room, inspection room and monitoring room can be designed as 15°C.
Section 2 Pre-sedimentation
Article 7.2.1
When the sediment content of the source water is high, pre-sedimentation measures should be adopted. When there is natural terrain that can be used and the technology and economy are reasonable, water storage measures can also be adopted for use during the sand peak period.
The selection of pre-sedimentation measures should be determined based on the sand content of the source water and its composition, the duration of the sand peak, the mud discharge requirements, the water volume and water quality requirements, combined with the terrain and referring to the operation experience under similar conditions. Generally, sedimentation, natural sedimentation or condensate sedimentation can be adopted.
Article 7.2.3
The design data of the pre-sedimentation tank can be determined by the raw water sedimentation test with reference to the local operation experience.
Article 7.2.4 The pre-sedimentation tank can generally be designed according to the daily average sediment content of the raw water during the peak period (but the calculation period should not exceed one month). When the raw water content exceeds the design value, the possibility of adding coagulants or taking other facilities in the pre-sedimentation tank should be considered if necessary.
Section 3 Dosing of β-coagulants and adjuvants Article 7.3.1 The adjuvants or adjuvants used for drinking water shall not cause the treated water to have a harmful effect on human health; the treatment chemicals used for industrial production
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