Sewerage. external networks and facilities. Building codes and regulations Sewerage. External networks and structures Snip sewerage external networks 2.04 03 85

Table 67

Notes: 1. If there are service personnel in the production premises, the air temperature in them must be at least 16 °С.

2. Air exchange should be taken according to the calculation. In the absence of data on the amount of harmful substances released into the air of the premises, it is allowed to determine the amount of ventilation air by the frequency of air exchange based on the departmental standards of the main production from which wastewater flows.

3. The air temperature in the buildings of biofilters (aerofilters) and aerotanks should be taken at least 2 °C higher than the wastewater temperature.

8.13. In the separation of gratings and receiving tanks, air removal must be provided in the amount of 1/3 from the upper zone and 2/3 from the lower zone with air removal from under the ceilings of channels and tanks. In addition, it is necessary to provide suction from crushers.

9. ADDITIONAL REQUIREMENTS FOR SEWER SYSTEMS IN SPECIAL NATURAL AND CLIMATIC CONDITIONS

SEISMIC AREAS

9.1. The requirements of this subsection must be met when designing sewerage systems for areas with a seismic activity of 7-9 points in addition to the requirements of SNiP 2.04.02-84.

9.2. When designing the sewerage of industrial enterprises and settlements located in seismic areas, it is necessary to provide for measures that exclude flooding of the territory with sewage and pollution of groundwater and open water bodies in case of damage to sewer pipelines and structures.

9.3. When choosing sewerage schemes, decentralized placement of sewerage facilities should be provided for, if this does not cause significant complication and increase in the cost of work, and the separation of technological elements of treatment facilities into separate sections should also be accepted.

9.4. Under favorable local conditions, methods of natural wastewater treatment should be applied.

9.5. Buried buildings must be located at a distance of at least 10 m from other structures and at least 12 Dext (Dext- outer diameter of the pipeline) from pipelines.

9.6. In pumping stations, at the points of connection of pipelines to pumps, it is necessary to provide flexible connections that allow angular and longitudinal mutual movements of the ends of the pipes.

9.7. In order to protect the territory of the canalized facility from flooding with sewage, as well as pollution of groundwater and open water bodies (watercourses) in the event of an accident, it is necessary to arrange bypasses (under pressure) from the network to other networks or emergency tanks without discharge into water bodies.

9.8. For collectors and networks of non-pressure and pressure sewerage, all types of pipes should be accepted, taking into account the purpose of the pipelines, the required strength of the pipes, the compensating ability of the joints, as well as the results of technical and economic calculations, while the laying depth of all types of pipes in any soil is not standardized.

9.9. The strength of sewer networks must be ensured by the choice of material and strength class of pipes based on a static calculation, taking into account the additional seismic load, also determined by the calculation.

9.10. Compensation capabilities of the joints must be ensured by the use of flexible butt joints, determined by calculation.

9.11. The design of pressure pipelines should be carried out in accordance with SNiP 2.04.02-84.

9.12. It is not recommended to lay collectors in water-saturated soils (except for rocky, semi-rocky and coarse-clastic soils), in bulk soils, regardless of their moisture content, as well as in areas with traces of tectonic disturbances.

SLOWING SOILS

9.13. Sewerage systems to be built on subsidence, saline and swelling soils must be designed in accordance with SNiP 2.02.01-83 and SNiP 2.04.02-84.

9.14. Under soil conditions of type II in terms of subsidence, it should be used for subsidence of soils from their own weight:

a) up to 20 cm for gravity pipelines - reinforced concrete and asbestos-cement non-pressure, ceramic pipes; the same, for pressure pipelines - reinforced concrete pressure, asbestos-cement, polyethylene pipes;

b) over 20 cm for gravity pipelines - reinforced concrete pressure pipes, asbestos-cement pressure pipes, ceramic pipes; the same for pressure pipelines - polyethylene, cast iron pipes.

It is allowed to use steel pipes for pressure pipelines in areas with a possible subsidence of soil from its own weight up to 20 cm and an operating pressure of over 0.9 MPa (9 kgf / cm 2), as well as with a possible subsidence of more than 20 cm and working pressure over 0.6 MPa (6 kgf / cm 2).

Requirements for foundations for non-pressure pipelines in soil conditions of types I and II in terms of subsidence are given in Table. 68.

Table 68

Notes: 1. Undeveloped area - territory. on which in the next 15 years it is not planned to build settlements and objects of the national economy.

2. Soil compaction - compaction of the base soil to a depth of 0.3 m to a dry soil density of at least 1.65 tf/m 3 at the lower boundary of the compacted layer.

3. Pallet - a waterproof structure with sides 0.1-0.15 m high, on which a drainage layer 0.1 m thick is laid.

4. Requirements for foundations for pipelines should be specified depending on the responsibility class of buildings and structures located near the pipeline.

5. To deepen trenches for butt joints of pipelines, soil compaction should be used.

9.15. Butt joints of reinforced concrete, asbestos-cement, ceramic, cast iron, polyethylene pipes on subsiding soils with type II soil conditions must be pliable through the use of elastic seals.

9.16. With a possible subsidence from the own mass of the soil over 10 cm, the condition under which the tightness of a non-pressure pipeline is maintained due to horizontal movements of the soil is determined by the expression

where D lim- allowable axial expansion capacity of the butt joint of pipes, cm, taken equal to half the depth of the slot of the socket pipes or the length of the butt joint coupling;

D k- necessary from the condition of exposure to horizontal movements of the soil arising from its subsidence from its own mass, the compensating ability of the butt joint;

D s- the value of the gap left during construction between the ends of the pipes in the joint, taken equal to 1 cm. The compensation capacity of the butt joint D required from the condition of exposure to horizontal movements k, cm, is determined by the formula

where K w- coefficient of working conditions, taken equal to 0.6;

l sec- length of the section (link) of the pipeline, cm;

e- the relative value of the horizontal movement of the soil during its subsidence from its own mass;

Dext- outer diameter of the pipeline, m;

Rgr- conditional radius of curvature of the soil surface during its subsidence from its own mass, m.

Relative amount of horizontal movement e, m, is determined by the formula

where S pr- subsidence of soil from its own weight, m;

pr- length of the curved section of soil subsidence, m, from its own weight, calculated by the formula

here Hpr- size of subsidence thickness, m;

K b - coefficient taken equal for homogeneous soil thicknesses - 1, for heterogeneous - 1.7;

tgb - the angle of distribution of water away from the source of soaking, taken equal to -35 ° for sandy loam and loess, less than 50 ° for loam and clay.

Conditional radius of curvature of the soil surface R gr , m, calculated by the formula

PERMAFROST SOILS

General instructions

9.17. When designing foundations for networks and structures, one should be guided by principles I or II of the use of permafrost soils in accordance with SNiP II-18-76.

9.18. The use of base soils according to principle I should be accepted in cases where:

soils are characterized by significant precipitation during thawing;

thawing of soils around the pipeline affects the stability of buildings and structures located nearby, which are being built with the preservation of the base in a frozen state.

9.19. The use of base soils according to principle II should be accepted in cases where:

soils are characterized by insignificant precipitation over the entire estimated thawing depth;

buildings and structures along the pipeline route are located at a distance that excludes their thermal influence, or are built with the assumption of thawing of permafrost soils at their base.

9.20. The design costs should take into account the idle discharge of water to protect the networks from freezing, the value of which is determined by the heat engineering calculation, but no more than 20% of the main flow is allowed.

Collectors and networks

9.21. The sewerage system should be designed as an incomplete separate one (with surface drainage of rainwater), while providing for the maximum possible joint disposal of domestic and industrial wastewater.

9.22. Methods for laying pipelines, depending on the space-planning decisions of the development, permafrost and soil conditions along the route, the thermal regime of pipelines and the principle of using permafrost soils as a base, should be taken:

underground - in trenches or channels (through, semi-through, impassable);

ground - on bedding with embankment;

elevated - along supports, overpasses, masts, etc. with the device of pedestrian crossings in settlements when located on low supports.

9.23. When designing a method for laying pipelines and preparing foundations for them, one should be guided by SNiP 2.04.02-84.

9.24. The laying of sewerage networks together with networks of domestic and drinking water supply is allowed only if a separate section of the channel is allocated for sewer pipes, which ensures the removal of wastewater during the emergency period.

9.25. When tracing sewerage networks, it should, if possible, provide for the connection of objects with a constant release of wastewater to the initial sections of the network.

9.26. At outlets from buildings, combined pipe insulation (heat storage and thermal) should be provided.

9.27. The distance from the center of manholes to buildings and structures erected according to the first principle of construction should be at least 10 m.

9.28. The material of pipes for pressure sewer networks should be taken as for water supply networks.

For gravity sewer networks, it is necessary to use polyethylene and cast iron pipes with a rubber sealing cuff.

9.29. The slope of the tunnels or channels must allow the release of emergency leaks into the sewerage system.

With a flat terrain, it is allowed to provide pumping stations to remove emergency leaks.

9.30. To exclude possible disturbance of the permafrost state of soils at the base of buildings, sewer outlets should be laid in underground channels or above ground for buildings with ventilated undergrounds.

9.31. The device of open trays in wells on sewerage networks is not allowed. Closed revisions should be provided for pipe cleaning.

9.32. To protect against freezing of sewer pipelines, it is necessary to provide:

additional discharge into the sewerage network of warm water (waste or specially heated);

accompaniment of pipeline sections most exposed to the danger of freezing with a heating cable or heat pipeline.

The choice of measures must be justified by a technical and economic calculation.

Wastewater treatment plant

9.33. Building structures of buildings and structures should be adopted in accordance with SNiP II-18-76 and SNiP 2.04.02-84.

9.34. The conditions for the discharge of wastewater into water bodies must meet the requirements of the "Rules for the Protection of Surface Waters from Pollution by Sewage" and the "Rules for the Sanitary Protection of Coastal Waters of the Seas", while taking into account the low self-cleaning capacity of water bodies, their complete freezing or a sharp reduction in costs in winter .

9.35. Biological, biological-chemical, physico-chemical methods can be used for wastewater treatment. The choice of treatment method should be determined by its technical and economic indicators, the conditions for the discharge of wastewater into water bodies, the availability of transport links and the degree of development of the area, the type of settlement (permanent, temporary), the presence of reagents, etc.

9.36. When choosing a method and degree of treatment, one should take into account the temperature of wastewater, idle discharges of tap water, changes in the concentration of pollutants due to dilution.

Average monthly wastewater temperature T w, °С, in case of underground laying of the sewerage network, it should be determined by the formula

where Twot- average monthly water temperature in the water source, °C;

y 1 - empirical number, depending on the degree of improvement of the populated area. For building areas that do not have centralized hot water supply, y 1 = 4-5; for areas with a centralized hot water supply system in separate groups of buildings, y 1=7-9; for areas where buildings are equipped with centralized hot water supply, y 1 = 10-12.

9.37. The design temperature of the wastewater at the point of discharge should be determined by heat engineering calculation.

9.38. Biological wastewater treatment should be provided only on artificial structures.

9.39. Sludge treatment should be carried out, as a rule, on artificial structures.

9.40. Freezing of the sediment with its subsequent thawing should be provided in special storage tanks with a capacity of treatment facilities up to 3-5 thousand m 3 / day. The height of the sediment freezing layer should not exceed the depth of seasonal thawing.

9.41. The placement of treatment facilities should be provided, as a rule, in closed heated buildings with a capacity of up to 3-5 thousand m 3 / day. With greater productivity and appropriate heat engineering calculations, treatment facilities can be located outdoors with the obligatory arrangement of tents, walk-through galleries, etc. above them. At the same time, it is necessary to provide for measures to protect structures, mechanical components and devices from icing.

9.42. Treatment facilities should be used with high industrial prefabrication or factory readiness, ensuring minimal involvement of human labor with simple operation: thin-layer settling tanks, multi-chamber aerotanks, flotation tanks, aerotanks with high doses of sludge, flotation desilters, aerobic sludge stabilizers, etc.

9.43. For the treatment of small amounts of wastewater, installations should be used:

aeration, working according to the method of complete oxidation (up to 3 thousand m 3 / day);

aeration with aerobic stabilization of excess activated sludge (from 0.2 to 5 thousand m 3 / day);

physical and chemical treatment (from 0.1 to 5 thousand m 3 / day).

9.44. Installations of physical and chemical treatment are preferable for rotational and temporary camps, dispensaries and settlements, characterized by a large uneven flow of wastewater, low temperature and concentration of pollutants.

9.45. For physical and chemical wastewater treatment it is allowed to apply the following schemes:

I - averaging, coagulation, sedimentation, filtration, disinfection;

II - averaging, coagulation, settling, filtering, ozonation.

Scheme I provides a reduction in BOD total from 180 to 15 mg/l, scheme II - from 335 to 15 mg/l due to the oxidation of the remaining dissolved organic substances with ozone with simultaneous disinfection of wastewater.

9.46. As reagents, aluminum sulfate with an active content of at least 15%, active silicic acid (AA), soda ash, sodium hypochlorite, ozone should be used.

In scheme I, soda and ozone are excluded.

9.47. Doses of reagents should be taken, mg / l: anhydrous aluminum sulphate - 110-100, AK - 10-15, chlorine - 5 (when fed to the sump) or 3 (before the filter), ozone - 50-55, soda - 6-7.

EARNING TERRITORIES

General instructions

9.48. When designing external networks and sewerage facilities in undermined areas, it is necessary to take into account additional impacts from displacements and deformations of the earth's surface caused by ongoing mining.

The appointment of measures to protect against the impacts of mine workings should be made taking into account the timing of their implementation under the designed networks and structures in accordance with SNiP II-8-78 and SNiP 2.04.02-84.

9.49. Filtration fields are not allowed on undermined territories.

9.50. Measures to protect free-flow sewerage pipelines from the effects of deforming soil should ensure the preservation of a pressure-free regime, the tightness of butt joints, and the strength of individual sections.

9.51. When choosing protection measures and determining their volumes, the mining and geological justification developed at the design stage should additionally indicate:

the timing of the start of underworking of the site for the location of networks and sewerage facilities, as well as individual sections of off-site pipelines;

places where pipelines cross the lines of exit to the surface (under sediments) of tectonic disturbances, the boundaries of mine fields and security pillars;

territories of possible formations on the earth's surface of large cracks with ledges and dips.

Collectors and networks

9.52. The expected deformations of the earth's surface for the design of the protection of non-pressure sewer pipelines must be given:

in areas with known at the time of the development of the project the position of mine workings - from the implementation of specified stoping workings;

in areas where plans for workings are unknown, - from conditionally specified workings along one of the most powerful of the layers or workings planned for mining on one horizon;

in places where the pipelines cross the boundaries of mine fields, protective pillars and lines of tectonic disturbances coming to the surface - total from workings in seams planned for mining in the next 5 years.

When determining the scope of protection measures, it is necessary to take the maximum values ​​of expected deformations, taking into account the overload factor in accordance with SNiP II-8-78.

9.53. For non-pressure sewage, ceramic, reinforced concrete, asbestos-cement and plastic pipes, as well as reinforced concrete streams or channels, should be used.

The choice of pipe type must be made depending on the composition of wastewater and the mining and geological conditions of the construction site or pipeline route.

9.54. To maintain a non-pressure regime in the pipeline, the slopes of the sections when designing the longitudinal profile must be assigned taking into account the calculated uneven subsidence (slopes) of the earth's surface based on the condition

where i p- the construction slope of the pipeline necessary to maintain a non-pressure mode of operation;

where Pe- maximum longitudinal force in a separate section of the pipe, caused by horizontal deformations of the soil;

Pi- the maximum longitudinal force in a separate section of the pipe, caused by the appearance of a ledge on the earth's surface.

9.58. If conditions (122) or (123) are not met, it is necessary:

use pipes of shorter length or another type;

change the route of the pipeline, laying it in the zone of lesser expected deformations of the earth's surface;

to increase the bearing capacity of the pipeline by installing a reinforced concrete bed (bed) at its base with cutting into sections with pliable seams.

9.59. The difference between the elevations of the inlet and outlet wells of the siphon should be assigned taking into account the uneven subsidence of the earth's surface caused by the mining workings.

9.60. The distance between sewer wells on straight sections of sewerage pipelines in the conditions of undermined territories must be taken no more than 50 m.

9.61. If it is necessary to cross the areas where the formation of local cracks with ledges or dips is possible, pressure sections and its above-ground laying should be provided.

Wastewater treatment plant

9.62. Sewerage facilities should be designed, as a rule, according to rigid and combined design schemes. Dimensions in terms of rigid blocks, compartments should be determined by calculation depending on the magnitude of deformations of the earth's surface and the availability of practicable structural protection measures, including expansion joints of the necessary compensatory capacity.

9.63. Flexible structural schemes are allowed only for sewerage structures such as open tanks that do not have stationary equipment.

9.64. Sewerage structures with stationary equipment should be designed only according to rigid design schemes.

9.65. Interlocked sewerage structures of various functional purposes should be separated from each other by expansion joints.

9.66. To retain waste, movable screens with an adjustable angle of inclination and grate-crushers should be used.

9.67. It is recommended to use sprinklers (sprinklers) and moving sprinklers as sprinklers for biofilters.

When using jet sprinklers, the riser foundations must be separated from the structures by a waterproof expansion joint.

9.68. Communication systems should not have a rigid connection with structures.

The slopes of trays and channels should be assigned taking into account the calculated deformations of the earth's surface.

9.69. Features of the design of sewerage systems for the West Siberian oil and gas complex are given in the recommended appendix.

Approved and put into effect
Order of the Ministry
regional development
Russian Federation
(Ministry of Regional Development of Russia)
dated December 29, 2011 N 635/11

SET OF RULES

SEWER. OUTDOOR NETWORKS AND FACILITIES

UPDATED VERSION
SNiP 2.04.03-85

Sewerage. Pipelines and wastewater treatment plants

SP 32.13330.2012

Foreword

The goals and principles of standardization in the Russian Federation are established by the Federal Law of December 27, 2002 N 184-FZ "On technical regulation", and the development rules - by the Decree of the Government of the Russian Federation of November 19, 2008 N 858 "On the procedure for developing and approving sets of rules ".

About the set of rules

1. Performers - LLC "ROSEKOSTROY", JSC "Research Center "Construction".
2. Introduced by the Technical Committee for Standardization TC 465 "Construction".
3. Prepared for approval by the Department of Architecture, Construction and Urban Policy.
4. Approved by Order of the Ministry of Regional Development of the Russian Federation (Ministry of Regional Development of Russia) dated December 29, 2011 N 635/11 and entered into force on January 1, 2013.
5. Registered by the Federal Agency for Technical Regulation and Metrology (Rosstandart). Revision of SP 32.13330.2010 "SNiP 2.04.03-85. Sewerage. External networks and structures".

Information about changes to this set of rules is published in the annually published information index "National Standards", and the text of changes and amendments - in the monthly published information indexes "National Standards". In case of revision (replacement) or cancellation of this set of rules, a corresponding notice will be published in the monthly published information index "National Standards". Relevant information, notification and texts are also posted in the public information system - on the official website of the developer (Ministry of Regional Development of Russia) on the Internet.

Introduction

The update was carried out by 000 "ROSEKOSTROY" and OAO "NITs Construction", responsible executors: G.M. Mironchik, A.O. Dushko, L.L. Menkov, E.N. Zhirov, S.A. Kudryavtsev (LLC "ROSEKOSTROY"), M.I. Alekseev (SPbGASU), D.A. Danilovich (JSC "MosvodokanalNIIProekt"), R.Sh. Neparidze (Giprokommunvodokanal LLC), M.N. Sirota (JSC "TsNIIEP engineering equipment"), V.N. Shvetsov (JSC "NII VODGEO").

1 area of ​​use

This set of rules establishes design standards for newly built and reconstructed external sewage systems for permanent use of urban and industrial wastewater close to them in composition, as well as rain sewerage.
This set of rules does not apply to sewerage systems of greater capacity (more than 300 thousand m3 / day).

This set of rules contains references to the following regulatory documents:
SP 5.13130.2009. Fire protection systems. Fire alarm and fire extinguishing installations are automatic. Design norms and rules
SP 12.13130.2009. Determination of the category of premises, buildings and outdoor installations in terms of explosion and fire hazard
SP 14.13330.2011 "SNiP II-7-81*. Construction in seismic regions"
SP 21.13330.2012 "SNiP 2.01.09-91. Buildings and structures on undermined territories and subsidence soils"
SP 25.13330.2012 "SNiP 2.02.04-88. Bases and foundations on permafrost soils"
SP 28.13330.2012 "SNiP 2.03.11-85. Corrosion protection of building structures"
SP 30.13330.2012 "SNiP 2.04.01-85*. Internal water supply and sewerage of buildings"
SP 31.13330.2012 "SNiP 2.04.02-84*. Water supply. External networks and structures"
SP 38.13330.2012 "SNiP 2.06.04-82*. Loads and impacts on hydraulic structures (wave, ice and ships)"
SP 42.13330.2011 "SNiP 2.07.01-89*. Urban planning. Planning and development of urban and rural settlements"
SP 43.13330.2012 "SNiP 2.09.03-85. Constructions of industrial enterprises"
SP 44.13330.2011 "SNiP 2.09.04-87*. Administrative and residential buildings"
SP 62.13330.2011 "SNiP 42-01-2002. Gas distribution systems"
SP 72.13330.2012 "SNiP 3.04.03-85. Protection of building structures and facilities against corrosion"
SP 104.13330.2011 "SNiP 2.06.15-85. Engineering protection of territories from flooding and flooding"

ConsultantPlus: note.
The SP 131.13330.2011 referred to in this document was subsequently approved and issued with the number SP 131.13330.2012.

SP 131.13330.2011 "SNiP 23-01-99*. Building climatology"
GOST R 50571.1-2009. Low voltage electrical installations
GOST R 50571.13-96. Electrical installations of buildings. Part 7. Requirements for special electrical installations. Section 706
GOST R 50571.15-97. Electrical installations of buildings. Part 5. Selection and installation of electrical equipment. Chapter 52
GOST 12.1.005-88. System of labor safety standards. General sanitary and hygienic requirements for the air of the working area
GOST 17.1.1.01-77. Protection of Nature. Hydrosphere. Use and protection of waters. Basic terms and definitions
GOST 14254-96. Degrees of protection provided by enclosures (IP code)
GOST 15150-69*. Machines, devices and other technical products. Versions for different climatic regions. Categories, conditions of operation, storage and transportation in terms of the impact of environmental climatic factors
GOST 19179-73. Land hydrology. Terms and Definitions
GOST 25150-82. Sewerage. Terms and Definitions.
Note. When using this set of rules, it is advisable to check the effect of reference standards and classifiers in the public information system - on the official website of the national body of the Russian Federation for standardization on the Internet or according to the annually published information index "National Standards", which was published as of January 1 of the current year , and according to the corresponding monthly published information signs published in the current year. If the referenced document is replaced (modified), then when using this set of rules, one should be guided by the replaced (modified) document. If the referenced material is canceled without replacement, the provision in which the link to it is given applies to the extent that this link is not affected.

3. Terms and definitions

This set of rules uses the terms and definitions in accordance with GOST 17.1.1.01, GOST 25150, GOST 19179, as well as the terms with the corresponding definitions given in Appendix A.

4. General provisions

4.1. The choice of schemes and systems for sewerage of objects should be made taking into account the requirements for wastewater treatment, climatic conditions, terrain, geological and hydrological conditions, the existing situation in the drainage system and other factors.
4.2. When designing, it is necessary to consider the feasibility of cooperating the sewerage systems of objects, take into account the economic and sanitary assessments of existing structures, provide for the possibility of their use and intensification of their work.
4.3. It is allowed to treat industrial and municipal wastewater jointly or separately, depending on their nature and subject to maximum reuse.
4.4. Sewerage projects of facilities, as a rule, should be linked to the scheme of their water supply, with mandatory consideration of the possibility of using treated wastewater and rainwater for industrial water supply and irrigation.
4.5. When choosing a sewerage scheme for industrial enterprises, it is necessary to take into account:
the possibility of reducing the volume of polluted wastewater generated in technological processes through the introduction of waste-free and water-free industries, the installation of closed water management systems, the use of air cooling methods, etc.;
the possibility of local treatment of wastewater streams in order to extract individual components;
the possibility of consistent use of water in various technological processes with different requirements for its quality;
conditions for the discharge of industrial wastewater into water bodies or into the sewerage system of a settlement or other water user;
conditions for the removal and use of sediments and wastes generated during wastewater treatment.
4.6. Combining industrial wastewater flows with various pollutants is allowed if their joint treatment is expedient.
In this case, it is necessary to take into account the possibility of chemical processes occurring in the communications with the formation of gaseous or solid products.
4.7. When connecting sewer networks of subscribers that are not related to the housing stock, outlets with control wells located outside the territory of subscribers should be provided for in the networks of a settlement.
It is necessary to provide devices for measuring the flow of wastewater discharged from each enterprise, if the subscriber has a significantly open water balance, at least in the following cases:
if the subscriber is not connected to a centralized water supply system or has (or may have) water supply from several sources;
if during the production process more than 5% of the water consumption consumed from the water supply is added or withdrawn.
Combining industrial wastewater from several enterprises is allowed after the control well of each enterprise.
4.8. Industrial wastewater to be jointly discharged and treated with domestic wastewater of a settlement must meet the current requirements for the composition and properties of wastewater accepted into the sewerage system of a settlement.
Industrial wastewater that does not meet the specified requirements must be subjected to preliminary treatment. The degree of such cleaning should be agreed with the organization (organizations) operating the sewerage system and treatment facilities of the settlement (or, in the absence of such, with the organization designing this sewerage system).
4.9. It is forbidden to provide for the discharge into water bodies of rain, melted water and irrigation water untreated to the established standards, which are organized in an organized way from residential areas and enterprise sites.
4.10. When designing treatment facilities for combined and semi-separate sewerage systems that carry out joint disposal for treatment of all types of wastewater, including surface runoff from residential areas and enterprise sites, one should be guided by the instructions of this set of rules, as well as other regulatory documents regulating the operation of these systems, including including regional ones.
4.11. The most polluted part of the surface runoff, which is formed during periods of rainfall, snowmelt and from the washing of road surfaces, should be diverted to treatment facilities in the amount of at least 70% of the annual runoff for residential areas and sites of enterprises that are close to them in terms of pollution, and in total the volume of runoff from the sites of enterprises, the territory of which may be contaminated with specific substances with toxic properties or a significant amount of organic substances.
For most settlements of the Russian Federation, these conditions are met when designing treatment facilities to receive runoff from low-intensity, often repeated rains with a period of a single excess of the calculated rain intensity of 0.05 - 0.1 years.
4.12. Surface wastewater from the territories of industrial zones, construction sites, warehouses, vehicle fleets, as well as especially polluted areas located in the residential areas of cities and towns (petrol stations, parking lots, bus stations, shopping centers), before being discharged into rain sewers or centralized the public sewerage system must be cleaned at local treatment facilities.
4.13. When determining the conditions for the release of surface runoff from residential areas and sites of enterprises into water bodies, one should be guided by the standards of the Russian Federation for the conditions of discharge of urban wastewater.
The choice of a surface runoff diversion and treatment scheme, as well as the design of treatment facilities, is determined by its qualitative and quantitative characteristics, diversion conditions, and is carried out on the basis of an assessment of the technical feasibility of implementing one or another option and a comparison of technical and economic indicators.
4.14. When designing rainwater sewerage facilities for populated areas and industrial sites, it is necessary to consider the option of using treated wastewater for industrial water supply, watering or irrigation.
4.15. The main technical solutions used in the projects, the sequence of their implementation should be justified by a technical and economic comparison of possible options, taking into account sanitary, hygienic and environmental requirements.
4.16. When designing networks and sewerage facilities, progressive technical solutions, mechanization of labor-intensive work, automation of technological processes, industrialization of construction and installation works through the use of structures, structures and factory-made products, etc. should be provided.
Measures should also be envisaged for energy saving, as well as for the maximum possible use of secondary energy resources of wastewater treatment plants, disposal of treated water and sludge.
It is necessary to ensure appropriate safety and sanitary and hygienic working conditions during operation and performance of preventive and repair work.
4.17. The locations of sewage facilities and the passage of communications, as well as the conditions and places for the release of treated wastewater and surface runoff into water bodies, must be coordinated with local authorities, organizations exercising state sanitary supervision and protection of fish stocks, as well as with other bodies, in accordance with the legislation of the Russian Federation, and the places of release into navigable water bodies and the sea - with the relevant authorities of the river and sea fleet.
4.18. The reliability of the sewerage system is characterized by maintaining the required design capacity and degree of wastewater treatment when changing (within certain limits) the wastewater flow rate and the composition of pollutants, the conditions for their discharge into water bodies, in conditions of power outages, possible accidents in communications, equipment and structures, production of planned repairs, situations associated with special natural conditions (seismic, subsidence of soils, "permafrost", etc.).
4.19. To ensure the uninterrupted operation of the sewage system, the following measures should be provided:
appropriate reliability of power supply to sewage facilities (two independent sources, stand-alone stand-alone power plant, batteries, etc.);
duplication of communications, arrangement of bypass lines and bypasses, switching on parallel pipelines, etc.;
arrangement of emergency (buffer) tanks with subsequent pumping out of them in the normal mode;
sectioning of parallel operating structures, with the number of sections providing the necessary and sufficient efficiency of action when one of them is turned off for repair or maintenance;
redundancy of working equipment of one purpose;
providing the necessary power reserve, throughput, capacity, strength, etc. equipment and structures (determined by technical and economic calculations);
determination of the permissible reduction in the throughput of the system or the efficiency of wastewater treatment in emergency situations (in agreement with the supervisory authorities).
The application of the above measures should be worked out during the design process, taking into account the responsibility of the object.
4.20. Sanitary protection zones from sewer facilities to the boundaries of residential buildings, sections of public buildings and food industry enterprises, taking into account their future expansion, should be adopted in accordance with sanitary standards, and cases of deviation from them should be agreed with the sanitary and epidemiological supervision authorities.

5. Estimated costs of urban wastewater.
Hydraulic calculation of sewer networks.
Specific costs, coefficients of unevenness
and estimated wastewater costs

5.1. General instructions

5.1.1. When designing sewerage systems for settlements, the estimated specific average daily (per year) disposal of domestic wastewater from residential buildings should be taken equal to the calculated specific average daily (per year) water consumption in accordance with SP 31.13330, excluding water consumption for irrigation of territories and green spaces.
5.1.2. Specific wastewater disposal for determining the estimated wastewater flow rates from individual residential and public buildings, if necessary, taking into account concentrated costs, should be taken in accordance with SP 30.13330.
5.1.3. The amount of wastewater from industrial enterprises and the coefficients of non-uniformity of their inflow should be determined according to technological data with an analysis of the water management balance in terms of possible water circulation and reuse of wastewater, in the absence of data - according to aggregated water consumption rates per unit of product or raw material or according to data from similar enterprises.
From the total amount of wastewater from enterprises, it is necessary to allocate the costs accepted in the sewerage of a settlement or other water user.
5.1.4. Specific wastewater disposal in non-sewered areas should be taken as 25 l / day per inhabitant.
5.1.5. The estimated average daily wastewater consumption in a settlement should be determined as the sum of the costs established according to 5.1.1 - 5.1.4.
The amount of wastewater from local industries serving the population, as well as unaccounted expenses, is allowed (if justified) to be taken additionally in the amount of 6 - 12% and 4 - 8%, respectively, of the total average daily water discharge of the settlement (with appropriate justification).
5.1.6. Estimated daily wastewater flow rates should be taken as the product of the average daily (per year) flow rate according to 5.1.5 by the daily unevenness coefficients adopted in accordance with SP 31.13330.
5.1.7. The estimated total maximum and minimum wastewater discharges, taking into account daily, hourly and intrahourly irregularities, should be determined based on the results of computer simulation of sewerage systems, taking into account the schedules of wastewater inflow from buildings, residential areas, industrial enterprises, the length and configuration of networks, the presence of pumping stations, etc. or according to the actual water supply schedule during the operation of similar facilities.
In the absence of the specified data, it is allowed to take the general coefficients (maximum and minimum) according to Table 1.

Table 1

Estimated total maximum and minimum costs
wastewater, taking into account the daily, hourly
and intrahour unevenness

Overall coefficient
uneven inflow
wastewater Average wastewater consumption, l/s
5 10 20 50 100 300 500 1000 5000
and more
Maximum at 1%
availability 3.0 2.7 2.5 2.2 2.0 1.8 1.75 1.7 1.6
Minimum at 1%
availability 0.2 0.23 0.26 0.3 0.35 0.4 0.45 0.51 0.56
Maximum at 5%
availability 2.5 2.1 1.9 1.7 1.6 1.55 1.5 1.47 1.44
Minimum at 5%
availability 0.38 0.46 0.5 0.55 0.59 0.62 0.66 0.69 0.71
Notes. 1. General wastewater inflow rates given in
table, it is allowed to accept with the amount of industrial waste
water, not exceeding 45% of the total flow.
2. With an average wastewater flow rate of less than 5 l / s, the maximum
coefficient of unevenness is taken 3.
3. 5% coverage suggests a possible increase
(decrease) consumption on average 1 time per day, 1% - 1 time per day
within 5 - 6 days.

5.1.8. Estimated costs for networks and structures when pumping wastewater should be taken equal to the performance of pumping stations.
5.1.9. When designing drainage communications and facilities for wastewater treatment, one should consider the technical and economic feasibility and sanitary and hygienic possibility of averaging the estimated wastewater flow rates.
5.1.10. Sewerage facilities must be designed to allow the total calculated maximum flow rate (determined according to 5.1.7) and additional inflow of surface and groundwater, unorganized into gravity sewerage networks through leaks in well hatches and due to groundwater infiltration.
The amount of additional inflow, l / s, is determined on the basis of special surveys or operation data of similar facilities, and in their absence - according to the formula

where L is the total length of gravity pipelines to the calculated structure (pipeline alignment), km;
- the value of the maximum daily precipitation, mm (according to SP 131.13330).
Verification calculation of gravity pipelines and channels with a cross section of any shape for the passage of an increased flow rate should be carried out when filling 0.95 height.

5.2. Hydraulic calculation of sewer networks

5.2.1. Hydraulic calculation of gravity sewer pipelines (trays, channels) should be performed for the estimated maximum second flow rate of wastewater according to tables, graphs and nomograms. The main requirement in the design of gravity collectors is the omission of estimated flow rates at self-cleaning speeds of transported wastewater.
5.2.2. Hydraulic calculation of pressure sewer pipelines should be carried out in accordance with SP 31.13330.
5.2.3. Hydraulic calculation of pressure pipelines transporting raw and digested sludge, as well as activated sludge, should be made taking into account the mode of movement, physical properties and composition of the sludge. With a humidity of 99% or more, the sediment obeys the laws of movement of the waste liquid.
5.2.4. Hydraulic slope i when calculating pressure silt pipelines with a diameter of 150 - 400 mm is determined by the formula

where is the moisture content of the sediment, %;
V - sediment movement speed, m/s;
D - pipeline diameter, m;
- pipeline diameter, cm;
- friction resistance coefficient along the length, determined by the formula

For pipelines with a diameter of 150 mm, the value should be increased by 0.01.

5.3. Smallest pipe diameters

5.3.1. The smallest diameters of pipes of gravity networks should be taken, mm:
for a street network - 200, an intra-quarter network, a network of household and industrial sewerage - 150;
for a rain street network - 250, intra-quarter - 200.
The smallest diameter of pressure silt pipelines is 150 mm.
Notes. 1. In settlements with a wastewater flow rate of up to 300 m3 / day, it is allowed to use pipes with a diameter of 150 mm for the street network.
2. For the production network, with appropriate justification, it is allowed to use pipes with a diameter of less than 150 mm.

5.4. Estimated speeds and filling of pipes and channels

5.4.1. In order to avoid silting of sewer networks, the design speeds of wastewater movement should be taken depending on the degree of filling of pipes and channels and the size of suspended solids contained in wastewater.
The minimum flow rates of wastewater in domestic and storm sewer networks with the highest calculated pipe filling should be taken from Table 2.

table 2

Estimated minimum wastewater flow rates
depending on the maximum degree of filling of the pipes
in the domestic and rain sewer network

│ Diameter, mm │ Velocity V , m/s, when filling H/D │
│ │ min │
│ ├───────────┬───────────┬───────────┬───────────┤
│ │ 0,6 │ 0,7 │ 0,75 │ 0,8 │

│150 - 250 │ 0,7 │ - │ - │ - │
├─────────────────────────┼───────────┼───────────┼───────────┼───────────┤
│300 - 400 │ - │ 0,8 │ - │ - │
├─────────────────────────┼───────────┼───────────┼───────────┼───────────┤
│450 - 500 │ - │ - │ 0,9 │ - │
├─────────────────────────┼───────────┼───────────┼───────────┼───────────┤
│600 - 800 │ - │ - │ 1,0 │ - │
├─────────────────────────┼───────────┼───────────┼───────────┼───────────┤
│900 │ - │ - │ 1,10 │ - │
├─────────────────────────┼───────────┼───────────┼───────────┼───────────┤
│1000 - 1200 │ - │ - │ - │ 1,20 │
├─────────────────────────┼───────────┼───────────┼───────────┼───────────┤
│1500 │ - │ - │ - │ 1,30 │
├─────────────────────────┼───────────┼───────────┼───────────┼───────────┤
│St. 1500 │ - │ - │ - │ 1.50 │
├─────────────────────────┴───────────┴───────────┴───────────┴───────────┤
│ Notes. 1. For industrial wastewater, the lowest speeds│
│accept in accordance with the guidelines for building design│
│enterprises of individual industries or by operational│
│data. │
│ 2. For industrial wastewater, similar in nature to suspended │
│substances to household, take the lowest rates as for household waste│
│water. │
│ 3. For rainwater drainage at P = 0.33 years, the lowest speed│
│take 0.6 m/s. │

5.4.2. The minimum design speed of movement of clarified or biologically treated wastewater in trays and pipes is allowed to be 0.4 m/s.
The highest design speed of wastewater should be taken, m / s: for metal and plastic pipes - 8 m / s, for non-metallic (concrete, reinforced concrete and chrysotile cement) - 4 m / s, for rainwater drainage - respectively 10 and 7 m / s .
5.4.3. The estimated speed of movement of non-clarified wastewater in the siphons must be taken at least 1 m / s, while at the places where the wastewater approaches the siphon, the speeds should not exceed the speeds in the siphon.
5.4.4. The lowest calculated speeds of movement of raw and digested sludge, as well as compacted activated sludge in pressure sludge pipelines should be taken from Table 3.

Table 3

Estimated minimum speeds of raw
and digested sludge, as well as compacted
activated sludge in pressure sludge pipelines

┌─────────────────────────┬───────────────────────────────────────────────┐
│ Sludge moisture, % │ V , m/s, at │
│ │ min │
│ ├───────────────────────┬───────────────────────┤
│ │ D = 150 - 200 mm │ D = 250 - 400 mm │

│ 98 │ 0,8 │ 0,9 │
├─────────────────────────┼───────────────────────┼───────────────────────┤
│ 97 │ 0,9 │ 1,0 │
├─────────────────────────┼───────────────────────┼───────────────────────┤
│ 96 │ 1,0 │ 1,1 │
├─────────────────────────┼───────────────────────┼───────────────────────┤
│ 95 │ 1,1 │ 1,2 │
├─────────────────────────┼───────────────────────┼───────────────────────┤
│ 94 │ 1,2 │ 1,3 │
├─────────────────────────┼───────────────────────┼───────────────────────┤
│ 93 │ 1,3 │ 1,4 │
├─────────────────────────┼───────────────────────┼───────────────────────┤
│ 92 │ 1,4 │ 1,5 │
├─────────────────────────┼───────────────────────┼───────────────────────┤
│ 91 │ 1,7 │ 1,8 │
├─────────────────────────┼───────────────────────┼───────────────────────┤
│ 90 │ 1,9 │ 2,1 │
└─────────────────────────┴───────────────────────┴───────────────────────┘

5.4.5. The highest speeds of movement of rainwater and industrial wastewater allowed to be discharged into water bodies in channels should be taken according to Table 4.

Table 4

The highest speeds of movement of rain and permissible
to the descent into the reservoirs of industrial wastewater in the channels

┌────────────────────────────────┬────────────────────────────────────────┐
│ Soil or type of channel fastening │Maximum speed in channels, │
│ │ m/s, with flow depth from 0.4 to 1 m │

│Fixing with concrete slabs │ 4 │
├────────────────────────────────┼────────────────────────────────────────┤
│Limestones, medium sandstones │ 4 │
├────────────────────────────────┼────────────────────────────────────────┤
│Sodding: │ │
│ flat │ 1 │
│ about the wall │ 1.6 │
├────────────────────────────────┼────────────────────────────────────────┤
│Paving: │ │
│ single │ 2 │
│ double │ 3 - 3.5 │
├────────────────────────────────┴────────────────────────────────────────┤
│ Note. With a flow depth of less than 0.4 m, the speed values│
│ wastewater movements are taken with a coefficient of 0.85; at a depth above
│1 m - with a coefficient of 1.24. │
└─────────────────────────────────────────────────────────────────────────┘

5.4.6. Estimated filling of pipelines and channels of any section (except rectangular) should be taken no more than 0.7 diameter (height).
Estimated filling of channels of rectangular cross section is allowed to take no more than 0.75 height.
For rain sewer pipelines, it is allowed to accept full filling, including for short-term discharges of wastewater.

5.5. Slopes of pipelines, channels and trays

5.5.1. The smallest slopes of pipelines and channels should be taken depending on the permissible minimum flow rates of wastewater.
The smallest slopes of pipelines for all sewerage systems should be taken for pipes with diameters: 150 mm - 0.008; 200 mm - 0.007.
Depending on local conditions, with appropriate justification, for individual sections of the network it is allowed to accept slopes for pipes with diameters: 200 mm - 0.005; 150 mm - 0.007.
The connection slope from the storm water inlets should be taken as 0.02.
5.5.2. In an open rain network, the smallest slopes of carriageway trays, ditches and drainage ditches should be taken from Table 5.

Table 5

The smallest slopes of the trays of the carriageway,
ditches and drainage ditches

Name Smallest slope
Trays covered with asphalt concrete 0.003
Trays covered with paving stones or crushed stone coating 0.004
Cobblestone pavement 0.005
Separate trays and cuvettes 0.006
Drainage ditches 0.003
Polymer, polymer concrete trays 0.001 - 0.005

5.5.3. The smallest dimensions of ditches and ditches of trapezoidal section shall be taken as follows: width along the bottom - 0.3 m; depth - 0.4 m.

6. Sewer networks and structures on them

6.1. General instructions

6.1.1. Gravity (non-pressure) sewer networks are designed, as a rule, in one line.
Notes. 1. When parallel laying gravity sewer collectors, the installation of bypass pipelines in separate sections (where possible) should be considered to ensure their repair in emergency situations.
2. It is allowed to transfer to emergency tanks (with subsequent pumping out) or, upon agreement with the Sanitary and Epidemiological Supervision authorities, to rain collectors equipped with treatment facilities at outlets. When bypassing into rain collectors, gates to be sealed must be provided.

6.1.2. The reliability of the operation of non-pressure sewer networks (collectors) is determined by the corrosion resistance of the material of pipes (channels) and butt joints both to the transported waste water and to the gaseous medium in the surface space.
6.1.3. The location of networks on master plans, as well as the minimum distances in the plan and at intersections from the outer surface of pipes to structures and utilities should be taken in accordance with SP 42.13330.
6.1.4. Sewage pressure pipelines should be designed taking into account the characteristics of the transported waste liquid (aggressiveness, high content of suspended particles, etc.). It is necessary to provide for additional measures and design solutions that ensure prompt repair or replacement of pipeline sections during operation, as well as the use of appropriate non-clogging pipeline valves.
Discharge of sewage from the area to be emptied during repairs should be provided without discharge into a water body - into a special container with subsequent pumping into the sewer network or removal by a tank truck.
6.1.5. The design of deep-seated collectors laid by shield penetration or mining must be carried out in accordance with SP 43.13330.
6.1.6. Ground and elevated laying of sewer pipelines in the territory of settlements is not allowed.
When laying sewer pipelines outside settlements and on the sites of industrial enterprises, ground or above-ground laying of pipelines is allowed with the necessary requirements for operational reliability and safety, taking into account the strength characteristics of the pipe when exposed to wind loads on its supports, etc.
6.1.7. The material of pipes and channels used in sewerage systems must be resistant to both the transported waste liquid and gas corrosion in the upper part of the collectors.
In order to prevent gas corrosion, it is necessary to provide for appropriate protection of pipes and measures to prevent the conditions for the formation of aggressive environments (network ventilation, exclusion of stagnant zones, etc.).
6.1.8. The type of pipe base must be taken depending on the bearing capacity of soils and loads, as well as the strength characteristics of the pipe. Backfilling of pipelines must take into account the bearing capacity and deformation of the pipe.

6.2. Bends, connections and pipe depths

6.2.1. Connections and turns on collectors should be provided in wells.
The radius of the tray turning curve must be taken not less than the diameter of the pipe, on collectors with a diameter of 1200 mm or more - at least five diameters with the installation of manholes at the beginning and end of the curve.
6.2.2. The angle between the connecting and outlet pipe must be at least 90°.
Note. When connecting with a difference, any angle between the connected and outlet pipelines is allowed.

6.2.3. Connections of pipelines of different diameters in wells should be provided along the pipes. When justified, it is allowed to connect pipes according to the calculated water level.
6.2.4. The smallest depth of laying sewer pipelines must be determined by thermal calculation or taken on the basis of experience in operating networks in the area.
In the absence of data, the minimum depth of laying the pipeline tray can be taken for pipes with a diameter of up to 500 mm - 0.3 m, and for pipes of a larger diameter - 0.5 m less than the greater depth of penetration into the soil of zero temperature, but not less than 0.7 m to the top pipes, counting from the surface of the earth or layout (to avoid damage by ground transport).
6.2.5. The maximum depth of laying pipes is determined by calculation, depending on the material of the pipes, their diameter, soil conditions, and the method of work.

SNiP 2.04.03-85

BUILDING REGULATIONS

SEWER.

OUTDOOR NETWORKS AND FACILITIES

Introduction date 1986-01-01

DEVELOPED Soyuzvodokanalproekt (G.M. Mironchik - leader of the theme; D.A. Berdichevsky, A.E. Vysota, L.V. Yaroslavsky) with the participation of VNIIVODGEO, Donetsk PromstroyNIIproekt and NIIOSP named after. N.M. K.D. Panfilov and Giprokommunvodokanal of the Ministry of Housing and Communal Services of the RSFSR, TsNIIEP of engineering equipment of Gosgrazhdanstroy, MosvodokanalNIIproekt and Mosinzhproekt of the Moscow City Executive Committee, Scientific Research and Design and Technological Institute of Municipal Economy and UkrkommunNIIproekt of the Ministry of Housing and Communal Services of the Ukrainian SSR, Institute of Mechanics and Seismic Resistance of Structures. M.T.Urazbayeva of the Academy of Sciences of the Uzbek SSR, Moscow Engineering and Construction Institute named after. V.V. Kuibyshev of the USSR Ministry of Higher Education, Leningrad Civil Engineering Institute of the RSFSR Ministry of Higher Education.

INTRODUCED Soyuzvodokanal project of Gosstroy of the USSR.

PREPARED FOR APPROVAL Glavtechnormirovanie Gosstroy USSR (B.V. Tambovtsev).

APPROVED Decree of the USSR State Committee for Construction of May 21, 1985 No. 71.

AGREED Ministry of Health of the USSR (letter of 24.10.83 No. 121-12/1502-14), Ministry of Water Resources of the USSR (letter of 15.04.85 No. 13-3-05/366), Ministry of Fisheries of the USSR (letter of 26.04.85 No. 30-11-9 ).

With the entry into force of SNiP 2.04.03-85 "Sewerage. External networks and structures", SNiP II-32-74 "Sewerage. External networks and structures" becomes invalid.

Amendment No. 1 was introduced to SNiP 2.04.03-85 "Sewerage. External networks and structures", approved by the Decree of the USSR Gosstroy of May 28, 1986 No. 70 and entered into force on July 1, 1986. Paragraphs, tables, which are amended , are marked in these Building Regulations with the sign (K).

These rules and regulations must be observed when designing newly built and reconstructed permanent external sewage systems for settlements and national economy facilities.

When developing sewerage projects, one should be guided by the "Fundamentals of the Water Legislation of the USSR and the Union Republics", observe the "Rules for the Protection of Surface Water from Pollution by Sewage" and the "Rules for the Sanitary Protection of Coastal Waters of the Seas" of the Ministry of Water Resources of the USSR, the Ministry of Fisheries of the USSR and the Ministry of Health of the USSR, the requirements of the "Regulations on water protection and coastal strips of small rivers of the country" and "Instructions on the procedure for agreeing and issuing permits for special water use" of the Ministry of Water Resources of the USSR, as well as indications of other regulatory documents approved or agreed by the Gosstroy of the USSR.

BUILDING REGULATIONS

SEWER.
OUTDOOR NETWORKS AND FACILITIES

SNiP 2.04.03-85

USSR STATE COMMITTEE FOR CONSTRUCTION

MOSCOW 1986

DEVELOPED by Soyuzvodokanalproekt ( G. M. Mironchik- topic leader YES. Berdichevsky, A. E. Vysota, L. V. Yaroslavsky) with the participation of VNII VODGEO, Donetsk PromstroyNIIproekt and NINOSP them. N. M. Gersevanova Gosstroy of the USSR, Research Institute of Public Water Supply and Water Treatment of the Academy of Public Utilities. K. D. Pamfilov and Giprokommunvodokanal of the Ministry of Housing and Communal Services of the RSFSR, TsNIIEP of engineering equipment of Gosgrazhdanstroy, MosvodokanalNIIproekt and Mosinzhproekt of the Moscow City Executive Committee, Research and Design-Technological Institute of Municipal Economy and UkrkommunNIIproekt of the Ministry of Housing and Communal Services of the Ukrainian SSR, Institute of Mechanics and Seismic Resistance of Structures named after. M. T. Urazbaeva of the Academy of Sciences of the Uzbek SSR, Moscow Engineering and Construction Institute. V. V. Kuibyshev of the Ministry of Higher Education of the USSR, Leningrad Institute of Civil Engineering of the Ministry of Higher Education of the RSFSR.

INTRODUCED by the Soyuzvodokanalproekt of the USSR State Construction Committee.

PREPARED FOR APPROVAL by Glavtekhnormirovanie Gosstroy USSR (B.V. Tambovtsev).

Agreed by the Ministry of Health of the USSR (letter of 24.10.83 No. 121-12/1502-14), the Ministry of Water Resources of the USSR (letter of 15.04.85 No. 13-3-05/366), the Ministry of Fisheries of the USSR (letter of 26.04.85 No. 30-11- nine).

With the introduction of SNiP 2.04.03-85 “Sewerage. External networks and structures "loses SNiP II -32-74 “Sewerage. External networks and structures”.

When using a regulatory document, one should take into account the approved changes in building codes and rules and state standards published in the Bulletin of Construction Equipment magazine, the Collection of Changes to Building Codes and Rules of the Gosstroy of the USSR and the information index "State Standards of the USSR" Gosstandart.

These rules and regulations must be observed when designing newly built and reconstructed permanent external sewage systems for settlements and national economy facilities.

When developing sewerage projects, one should be guided by the “Fundamentals of Water Legislation of the USSR and the Union Republics”, observe the “Rules for the Protection of Surface Water from Pollution by Sewage” and the “Rules for the Sanitary Protection of Coastal Waters of the Seas” of the Ministry of Water Resources of the USSR, the Ministry of Fisheries of the USSR and the Ministry of Health of the USSR, the requirements of the “Regulations on water protection and coastal strips of small rivers of the country "and" Instructions on the procedure for agreeing and issuing permits for special water use "of the Ministry of Water Resources of the USSR, as well as indications of other regulatory documents approved or agreed by the USSR Gosstroy.