Snip 2.04 03 85 cesspool. Building codes and regulations Sewerage

(as amended by Amendment No. 1, approved by Resolution of the USSR State Construction Committee

dated 05.28.1986 N 70)

Effective date

Developed by Soyuzvodokanalproekt (G.M. Mironchik - theme leader; D.A. Berdichevsky, A.E. Vysota, L.V. Yaroslavsky) with the participation of VNIIVODGEO, Donetsk PromstroyNIIproekt and NIIOSP named after. N.M. Gersevanov of the USSR State Construction Committee, Research Institute of Municipal Water Supply and Water Purification of the Academy of Public Utilities named after. K.D. Pamfilova and Giprokommunvodokanal of the Ministry of Housing and Communal Services of the RSFSR, TsNIIEP engineering equipment 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 Stability of Structures named after. M.T. Urazbayev Academy of Sciences of the UzSSR, Moscow Civil Engineering Institute named after. V.V. Kuibyshev Ministry of Higher Education of the USSR, Leningrad Civil Engineering Institute of the Ministry of Higher Education of the RSFSR.

Introduced by Soyuzvodokanalproject of the USSR State Construction Committee.

Prepared for approval by the Glavtekhnormirovanie of the USSR State Construction Committee (B.V. Tambovtsev).

Agreed by the USSR Ministry of Health (letter dated October 24, 1983 N 121-12/1502-14), the USSR Ministry of Water Resources (letter dated April 15, 1985 N 13-3-05/366), the USSR Ministry of Fisheries (letter dated April 26, 1985 . N 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" loses its force.

These norms and rules must be observed when designing newly constructed and reconstructed external sewage systems for permanent purposes. settlements and national economic facilities.

When developing sewerage projects, one should be guided by the “Fundamentals of Water Legislation” USSR and Union Republics", comply with the "Rules for the protection of surface waters from pollution by sewage" and "Rules for the sanitary protection of coastal waters of the seas" of the USSR Ministry of Water Resources, the USSR Ministry of Fisheries and the USSR Ministry of Health, the requirements of the "Regulations on water protection and coastal strips of small rivers of the country" and "Instructions on procedure for approval and issuance of permits for special water use" of the USSR Ministry of Water Resources, as well as instructions from other regulatory documents, approved or agreed upon by the USSR State Construction Committee.

1. General instructions

1.1. Sewerage facilities should be designed on the basis of approved schemes for the development and placement of sectors of the national economy and industry, schemes for the development and placement of productive forces according to economic regions and Union republics, general, basin and territorial schemes for the integrated use and protection of water, schemes and projects for regional planning and development of cities and other settlements, master plans for industrial hubs.

When designing, it is necessary to consider the feasibility of cooperating sewage systems of objects regardless of their departmental affiliation, as well as take into account technical, economic and sanitary assessments of existing structures, provide for the possibility of their use and intensification of their work.

Sewerage projects for facilities must be developed, as a rule, simultaneously with water supply projects with a mandatory analysis of the balance of water consumption and wastewater disposal. At the same time, it is necessary to consider the possibility of using treated wastewater and rainwater for industrial water supply and irrigation.

1.2. The rainwater drainage system must ensure the purification of the most contaminated part of the surface runoff generated during the period of rainfall, melting snow and washing of road surfaces, i.e. at least 70% of the annual runoff for residential areas and enterprise sites that are close to them in terms of pollution, and the entire volume of runoff for enterprise sites, the territory of which may be polluted with specific substances with toxic properties or a significant amount of organic substances.

1.3. Basic technical solutions adopted in projects and the order of their implementation must be justified by comparison possible options. Technical and economic calculations should be performed for those options whose advantages and disadvantages cannot be established without calculations.

The optimal option should be determined by the lowest value of reduced costs, taking into account the reduction of labor costs, consumption of material resources, electricity and fuel, as well as based on sanitary, hygienic and fishery requirements.

1.4. When designing sewerage networks and structures, progressive technical solutions, mechanization of labor-intensive work, automation of technological processes and maximum industrialization of construction and installation work must be provided through the use of prefabricated structures, standard and standard products and parts manufactured in factories and procurement workshops.

1.5. Treatment facilities for industrial and storm sewerage should, as a rule, be located on the territory industrial enterprises.

1.6. When connecting sewer networks of industrial enterprises to the street or intra-block network of a settlement, outlets with control wells located outside the enterprises should be provided.

It is necessary to provide devices for measuring the flow of discharged wastewater from each enterprise.

Combining industrial wastewater from several enterprises is allowed after the control well of each enterprise.

1.7. The conditions and places of release of treated wastewater and surface runoff into water bodies should be agreed upon with bodies regulating the use and protection of water, executive committees of local Soviets of People's Deputies, bodies exercising state sanitary supervision, protection of fish stocks, and other bodies in accordance with the legislation of the Union USSR and Union Republics, and the places of release into navigable reservoirs, watercourses and seas - also with the river fleet management bodies of the Union Republics and the Ministry of the Navy.

1.8. When determining the reliability of the sewerage system and its individual elements, it is necessary to take into account technological, sanitary, hygienic and water protection requirements.

If interruptions in the operation of the sewerage system or its individual elements are unacceptable, measures must be taken to ensure the uninterrupted operation of their operation.

1.9. In the event of an accident or repair of one structure, the overload of other structures for this purpose should not exceed 8 - 17% of their calculated capacity without reducing the efficiency of wastewater treatment.

1.10. Sanitary protection zones from sewerage facilities to the boundaries of residential buildings, areas of public buildings and food industry enterprises, taking into account their future expansion, should be adopted:

from structures and pumping stations for sewerage in populated areas - according to table. 1;

ConsultantPlus: note.

SN 245-71 lost force due to the publication of Decree of the USSR State Construction Committee dated May 10, 1990 N 39. By Decree of the Chief State Sanitary Doctor of the Russian Federation dated April 30, 2003 N 88, SP 2.2.1.1312-03 “Hygienic requirements for design of newly built and reconstructed industrial enterprises."

from treatment facilities and industrial sewerage pumping stations not located on the territory of industrial enterprises, both for independent treatment and pumping of industrial wastewater, and for their joint treatment with household wastewater - in accordance with SN 245-71, the same as for production, from which wastewater is received, but not less than those indicated in the table. 1.

Table 1

─────────────────────────────┬────────────────────────────────────

Structures │ Sanitary protection zone, m, at

│ design performance

│ structures, thousand m3/day.

├────────┬────────┬────────┬─────────

│ up to 0.2 │ above 0.2 │ above 5 │ above 50

│ │ up to 5 │ up to 50 │ up to 280

─────────────────────────────┼────────┼────────┼────────┼─────────

Mechanical and mechanical structures │ 150 │ 200 │ 400 │ 500

biological treatment with sludge │ │ │ │

│ │ │ │

│ │ │ │

but located silt │ │ │ │

sites │ │ │ │

Mechanical and mechanical structures │ 100 │ 150 │ 300 │ 400

biological treatment with │ │ │ │

thermomechanical treatment │ │ │ │

precipitation indoors│ │ │ │

Filtering fields │ 200 │ 300 │ 500 │ -

Agricultural irrigation fields│ 150 │ 200 │ 400 │ -

Biological ponds │ 200 │ 200 │ 300 │ 300

Structures with circulation│ 150 │ - │ - │ -

oxidative channels │ │ │ │

Pumping stations │ 15 │ 20 │ 20 │ 30

Notes

1. Sanitary protection zones of sewerage

structures with a capacity of over 280 thousand m3/day, as well as

in case of deviation from the accepted wastewater treatment technology and

sludge treatments are established in agreement with the main

sanitary and epidemiological departments of ministries

health care of the union republics.

2. Sanitary protection zones specified in table. 1, allowed

increase, but not more than 2 times in case of location

residential development on the leeward side of the wastewater treatment plant

structures or reduce by no more than 25% if available

auspicious wind rose.

3. In the absence of sludge beds on the territory

treatment facilities with a capacity of over 0.2 thousand m3/day.

The size of the zone should be reduced by 30%.

4. Sanitary protection zone from filtration fields with an area of ​​up to

0.5 ha and from mechanical and biological treatment facilities to

5. Sanitary protection zone from underground filtration fields

productivity less than 15 m3/day. should be taken 15 m.

6. Sanitary protection zone from filter trenches and sand

gravel filters should be taken 25 m, from septic tanks and

filter wells - 5 and 8 m, respectively, from aeration wells

installations for complete oxidation with aerobic stabilization of sludge at

productivity up to 700 m3/day. - 50 m.

7. The sanitary protection zone from drainage stations should be

take 300 m.

8. Sanitary protection zone from treatment facilities

surface water from residential areas should be taken

100 m, from pumping stations - 15 m, from treatment facilities

industrial enterprises - in agreement with the authorities

sanitary-epidemiological service.

9. Sanitary protection zones from sludge reservoirs should be

take depending on the composition and properties of the sludge as agreed

with the sanitary and epidemiological service authorities.

──────────────────────────────────────────────────────────────────

SNiP 2.04.03-85

BUILDING REGULATIONS

SEWER.

EXTERNAL NETWORKS AND STRUCTURES

Date of introduction 1986-01-01

DEVELOPED Soyuzvodokanalproekt (G.M.Mironchik - topic leader; D.A. Berdichevsky, A.E. Vysota, L.V. Yaroslavsky) with the participation of VNIIVODGEO, Donetsk PromstroyNIIproekt and NIIOSP named after. N.M. Gersevanov of the USSR State Construction Committee, Research Institute of Municipal Water Supply and Water Purification of the Academy of Public Utilities named after. K.D. Panfilova and Gipromunvodokanal of the Minzhilkomkhoz of the RSFSR, TsNIIEP of the engineering equipment of the state ghostan, the Mosvodokanalniy Project and the Mosinzhproekt of the Moscow City Executive Committee, the scientific and research and technological institute of the city householder and the Ukrkomunniye Problem of the Minzhilkomkhoz, the Minzhilkomkhoz of the Minzhilkomkhoz, the Institute of Miner, the Institute of Mechanics and the Seimachi resistance of structures named after M.T. Urazbaev Academy of Sciences of the UzSSR, Moscow Civil Engineering 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 Soyuzvodokanalproekt of the USSR State Construction Committee.

PREPARED FOR APPROVAL Glavtekhnormirovanie Gosstroi USSR (B.V. Tambovtsev).

APPROVED resolution State Committee USSR for Construction Affairs dated May 21, 1985 No. 71.

AGREED Ministry of Health of the USSR (letter dated 10/24/83 No. 121-12/1502-14), Ministry of Water Resources of the USSR (letter dated 04/15/85 No. 13-3-05/366), Ministry of Fisheries of the USSR (letter dated 04/26/85 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" loses its force.

Change No. 1 was introduced into SNiP 2.04.03-85 "Sewerage. External networks and structures", approved by Decree of the USSR State Construction Committee of May 28, 1986 No. 70 and put into effect on July 1, 1986. Items, tables to which changes were made , are marked in these Building Codes with a sign (K).

These norms and rules must be observed when designing newly constructed and reconstructed systems external sewerage permanent purpose for populated areas and national economic facilities.

When developing sewerage projects, one must be guided by the “Fundamentals of water legislation of the USSR and Union Republics”, comply with the “Rules for the protection of surface waters from pollution by wastewater” and “Rules for the sanitary protection of coastal waters of the seas” of the USSR Ministry of Water Resources, the USSR Ministry of Fisheries and the USSR Ministry of Health, the requirements of the “Regulations on water protection and coastal strips of small rivers of the country" and "Instructions on the procedure for approval and issuance of permits for special water use" of the USSR Ministry of Water Resources, as well as instructions for other regulatory documents approved or agreed upon by the USSR State Construction Committee.

This document does not contain references to other regulatory documents.

BUILDING REGULATIONS

SEWER

EXTERNAL NETWORKS AND STRUCTURES

SNiP 2.04.03-85

Date of introduction 1986-01-01

DEVELOPED by Soyuzvodokanalproekt (G. M. Mironchik - theme leader; D. A. Berdichevsky, A. E. Vysota, L. V. Yaroslavsky) with the participation of VNIIVODGEO, Donetsk PromstroyNIIproekt and NIIOSP named after. N.M. Gersevanov of the USSR State Construction Committee, Research Institute of Municipal Water Supply and Water Purification of the Academy of Public Utilities named after. K.D. Panfilova and Gipromunvodokanal of the Minzhilkomkhoz of the RSFSR, TsNIIEP of the engineering equipment of the state ghostan, the Mosvodokanalniy Project and the Mosinzhproekt of the Moscow City Executive Committee, the scientific and research and technological institute of the city householder and the Ukrkomunniye Problem of the Minzhilkomkhoz, the Minzhilkomkhoz of the Minzhilkomkhoz, the Institute of Miner, the Institute of Mechanics and the Seimachi resistance of structures named after M.T. Urazbaev Academy of Sciences of the UzSSR, Moscow Civil Engineering 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 by the Soyuzvodokanalproekt of the USSR State Construction Committee.

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

APPROVED by Decree of the USSR State Committee for Construction Affairs dated May 21, 1985 N 71.

AGREED BY the USSR Ministry of Health (letter dated 10/24/83 No. 121-12/1502-14), USSR Ministry of Water Resources (letter dated 04/15/85 No. 13-3-05/366), USSR Ministry of Fisheries (letter dated 04/26/85 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" loses its force.

Change No. 1 was introduced into SNiP 2.04.03-85 "Sewerage. External networks and structures", approved by Decree of the USSR State Construction Committee of May 28, 1986 No. 70 and put into effect on July 1, 1986. Items, tables to which changes were made , are marked in these Building Codes with a sign (K).

The changes were made by the legal bureau "Code" according to the official publication of the Ministry of Construction of Russia - M.: State Unitary Enterprise TsPP, 1996.

These norms and rules must be observed when designing newly constructed and reconstructed external sewage systems for permanent purposes for populated areas and national economic facilities.

The full version of the document is available for the All Inclusive tariff

SNiP 2.04.03-85

BUILDING REGULATIONS

SEWER.

EXTERNAL NETWORKS AND STRUCTURES

Date of introduction 1986-01-01

DEVELOPED by Soyuzvodokanalproekt (G.M. Mironchik - theme leader; D.A. Berdichevsky, A.E. Vysota, L.V. Yaroslavsky) with the participation of VNIIVODGEO, Donetsk PromstroyNIIproekt and NIIOSP named after. N.M. Gersevanov of the USSR State Construction Committee, Research Institute of Municipal Water Supply and Water Purification of the Academy of Public Utilities named after. K.D. Panfilova and Gipromunvodokanal of the Minzhilkomkhoz of the RSFSR, TsNIIEP of the engineering equipment of the state ghostan, the Mosvodokanalniy Project and the Mosinzhproekt of the Moscow City Executive Committee, the scientific and research and technological institute of the city householder and the Ukrkomunniye Problem of the Minzhilkomkhoz, the Minzhilkomkhoz of the Minzhilkomkhoz, the Institute of Miner, the Institute of Mechanics and the Seimachi resistance of structures named after M.T. Urazbaev Academy of Sciences of the UzSSR, Moscow Civil Engineering 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 by the Soyuzvodokanalproekt of the USSR State Construction Committee.

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

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

AGREED BY the USSR Ministry of Health (letter dated 10.24.83 No. 121-12/1502-14), USSR Ministry of Water Resources (letter dated 04.15.85 No. 13-3-05/366), USSR Ministry of Fisheries (letter dated 04.26.85 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" loses its force.

Change No. 1 was introduced into SNiP 2.04.03-85 "Sewerage. External networks and structures", approved by Decree of the USSR State Construction Committee of May 28, 1986 No. 70 and put into effect on July 1, 1986. Items, tables to which changes were made , are marked in these Building Codes with a sign (K).

Changes were made by the legal bureau "Code" according to the official publication of the Ministry of Construction of Russia - M.: State Unitary Enterprise TsPP, 1996.

These norms and rules must be observed when designing newly constructed and reconstructed external sewage systems for permanent purposes for populated areas and national economic facilities.

When developing sewerage projects, one must be guided by the “Fundamentals of water legislation of the USSR and Union Republics”, comply with the “Rules for the protection of surface waters from pollution by wastewater” and “Rules for the sanitary protection of coastal waters of the seas” of the USSR Ministry of Water Resources, the USSR Ministry of Fisheries and the USSR Ministry of Health, the requirements of the “Regulations on water protection and coastal strips of small rivers of the country" and "Instructions on the procedure for approval and issuance of permits for special water use" of the USSR Ministry of Water Resources, as well as instructions for other regulatory documents approved or agreed upon by the USSR State Construction Committee.

1. General instructions

1.1. Sewage facilities should be designed on the basis of approved schemes for the development and location of sectors of the national economy and industry, schemes for the development and location of productive forces in economic regions and union republics, general, basin and territorial schemes for the integrated use and protection of water, schemes and projects for regional planning and city development and other settlements, master plans of industrial hubs.

When designing, it is necessary to consider the feasibility of cooperating sewage systems of objects regardless of their departmental affiliation, as well as take into account technical, economic and sanitary assessments of existing structures, provide for the possibility of their use and intensification of their work.

Sewerage projects for facilities must be developed, as a rule, simultaneously with water supply projects with a mandatory analysis of the balance of water consumption and wastewater disposal. At the same time, it is necessary to consider the possibility of using treated wastewater and rainwater for industrial water supply and irrigation.

1.2. The rainwater drainage system must ensure the purification of the most contaminated part of the surface runoff generated during the period of rainfall, snow melting and road washing, i.e., at least 70% of the annual runoff for residential areas and enterprise sites that are close to them in terms of pollution, and the entire volume of runoff for enterprise sites, the territory of which may be contaminated with specific substances with toxic properties or a significant amount of organic substances.

1.3. The main technical decisions made in projects and the order of their implementation must be justified by comparing possible options. Technical and economic calculations should be performed for those options whose advantages and disadvantages cannot be established without calculations.

The optimal option should be determined by the lowest value of reduced costs, taking into account the reduction of labor costs, consumption of material resources, electricity and fuel, as well as based on sanitary, hygienic and fishery requirements.

1.4. When designing sewerage networks and structures, progressive technical solutions, mechanization of labor-intensive work, automation of technological processes and maximum industrialization of construction and installation work must be provided through the use of prefabricated structures, standard and standard products and parts manufactured in factories and procurement workshops.

1.5. Treatment facilities for industrial and storm sewerage should, as a rule, be located on the territory of industrial enterprises.

1.6. When connecting sewer networks of industrial enterprises to the street or intra-block network of a settlement, outlets with control wells located outside the enterprises should be provided.

It is necessary to provide devices for measuring the flow of discharged wastewater from each enterprise.

Combining industrial wastewater from several enterprises is allowed after the control well of each enterprise.

1.7. The conditions and places of release of treated wastewater and surface runoff into water bodies should be agreed upon with bodies regulating the use and protection of water, executive committees of local Soviets of People's Deputies, bodies exercising state sanitary supervision, protection of fish stocks, and other bodies in accordance with the legislation of the Union USSR and Union Republics, and the places of release into navigable reservoirs, watercourses and seas - also with the river fleet management bodies of the Union Republics and the Ministry of the Navy.

1.8. When determining the reliability of the sewerage system and its individual elements, it is necessary to take into account technological, sanitary, hygienic and water protection requirements.

If interruptions in the operation of the sewerage system or its individual elements are unacceptable, measures must be taken to ensure the uninterrupted operation of their operation.

1.9. In the event of an accident or repair of one structure, the overload of other structures for this purpose should not exceed 8-17% of their calculated capacity without reducing the efficiency of wastewater treatment.

1.10. Sanitary protection zones from sewerage facilities to the boundaries of residential buildings, areas of public buildings and food industry enterprises, taking into account their future expansion, should be adopted:

from structures and pumping stations for sewerage in populated areas - according to table. 1;

from treatment facilities and industrial sewerage pumping stations not located on the territory of industrial enterprises, both for independent treatment and pumping of industrial wastewater, and for their joint treatment with household wastewater - in accordance with SN 245-71, the same as for production, from which wastewater is received, but not less than those indicated in the table. 1.

Table 1

2. Estimated costs Wastewater.

Hydraulic calculation of sewer networks

Specific costs, unevenness coefficients and

estimated wastewater flow rates

2.1. When designing sewerage systems in populated areas, the calculated specific daily average (per year) drainage of domestic wastewater from residential buildings should be taken equal to the calculated specific daily average (per year) water consumption according to SNiP 2.04.02-84 without taking into account water consumption for watering territories and green spaces.

2.2. Specific drainage for determining the estimated wastewater flows from individual residential and public buildings, if it is necessary to take into account concentrated costs, should be taken in accordance with SNiP 2.04.01-85.

2.3. The estimated average daily flow rates of industrial wastewater from industrial and agricultural enterprises and the coefficients of unevenness of their inflow should be determined on the basis of technological data. At the same time, it is necessary to provide for the rational use of water through the use of low-water technological processes, water circulation, water reuse, etc.

2.4. Specific water disposal in unsewered areas should be 25 l/day per inhabitant.

2.5. The estimated average daily wastewater flow in a populated area should be determined as the sum of the costs established according to clauses 2.1-2.4.

The amount of wastewater from local industrial enterprises serving the population, as well as unaccounted expenses, may be accepted additionally in the amount of 5% of the total average daily wastewater disposal of the settlement.

2.6. Estimated daily wastewater flows should be determined as the sum of the products of the average daily (per year) wastewater flows determined according to clause 2.5 by the daily unevenness coefficients adopted in accordance with SNiP 2.04.02-84.

2.7. The estimated maximum and minimum wastewater flows should be determined as the product of the average daily (per year) wastewater flows determined according to clause 2.5 by the general unevenness coefficients given in Table. 2.

table 2

2.8. The estimated costs of industrial wastewater from industrial enterprises should be taken as follows:

for external collectors of the enterprise receiving wastewater from workshops - at maximum hourly flow rates;

for on-site and off-site collectors of the enterprise - according to a combined hourly schedule;

for the off-site collector of a group of enterprises - according to a combined hourly schedule, taking into account the time of flow of wastewater through the collector.

2.9. When developing the schemes listed in clause 1.1, the specific average daily (per year) water disposal can be taken according to table. 3.

The volume of wastewater from industrial and agricultural enterprises should be determined on the basis of consolidated standards or existing analogue projects.

Table 3

2.10. Gravity lines, collectors and channels, as well as pressure pipelines of domestic and industrial wastewater should be checked for the passage of the total calculated maximum flow rate according to paragraphs. 2.7 and 2.8 and additional influx of surface and groundwater during periods of rain and snowmelt, it unorganizedly enters the sewerage network through leaks in well hatches and due to groundwater infiltration. The amount of additional inflow, l/s, should be determined on the basis of special surveys or operating data of similar objects, and in their absence - according to the formula

, (1)

where is the total length of pipelines to the calculated structure (pipeline site), km;

The value of the maximum daily precipitation, mm, determined in accordance with SNiP 2.01.01-82.

A verification calculation of gravity pipelines and channels with a cross section of any shape for the passage of increased flow must be carried out at a filling height of 0.95.

Estimated flow rates of rainwater

2.11. Rainwater flow rates, l/s, should be determined using the maximum intensity method using the formula

where is the average value of the coefficient characterizing the surface of the drainage basin, determined in accordance with clause 2.17;

Parameters determined in accordance with clause 2.12;

Estimated runoff area, hectares, determined in accordance with clause 2.14;

The estimated duration of rain, equal to the duration of the flow of surface water along the surface and pipes to the design area, min, and determined in accordance with clause 2.15.

The estimated flow rate of rainwater for the hydraulic calculation of rainwater networks, l/s, should be determined by the formula

where is a coefficient that takes into account the filling of the free capacity of the network at the moment the pressure regime occurs and is determined from Table 11.

Notes: 1. If the estimated duration of rainwater flow is less than 10 minutes, a correction factor should be entered into formula (2) equal to 0.8 at = 5 minutes and 0.9 at = 7 minutes.

2. If the initial sections of rainwater sewer collectors are deeply buried, one should take into account the increase in their throughput due to the pressure created by the rise in the water level in the wells.

2.12. Parameters and should be determined based on the results of processing long-term records of self-recording rain gauges registered at this particular location. In the absence of processed data, the parameter can be determined using the formula

, (4)

where is the intensity of rain, l/s per 1 hectare, for a given area for a duration of 20 minutes at = 1 year, determined by the line. 1;

Drawing 1. Rain intensity values

The exponent determined from the table. 4;

The average amount of rain per year, taken according to the table. 4;

The period of one-time excess of the calculated rain intensity, accepted according to clause 2.13;

The exponent taken according to the table. 4.

Table 4

2.13. The period of one-time excess of the calculated rain intensity must be selected depending on the nature of the sewerage facility, the conditions of the location of the collector, taking into account the consequences that may be caused by rainfall exceeding the calculated ones, and taken according to the table. 5 and 6 or determined by calculation depending on the conditions of the collector location, rain intensity, basin area and runoff coefficient for the maximum period of excess.

When designing rainwater drainage for special structures (metro, stations, underground passages etc.), as well as for arid areas where the value is less than 50 l/(s ha), with P equal to unity, the period of one-time excess of the calculated rain intensity should be determined only by calculation, taking into account the maximum period for exceeding the calculated rain intensity specified in table 7. In this case, periods of one-time excess of the calculated rain intensity, determined by calculation, should not be less than those indicated in the table. 5 and 6.

When determining the period of a single excess of the calculated rain intensity by calculation, it should be taken into account that with the maximum periods of a single excess specified in Table. 7, the rainwater collector should pass only part of the flow rain runoff, the rest of which temporarily floods the roadway of the streets and, if there is a slope, flows down its trays, while the height of the flooding of the streets should not cause flooding of basements and semi-basements; in addition, possible runoff from pools located outside the populated area should be taken into account.

Table 5

Table 6

Table 7

2.14. The calculated drainage area for the calculated section of the network must be taken equal to the entire drainage area or part of it that gives the maximum flow rate.

In cases where the drainage area of ​​the collector is 500 hectares or more, a correction factor should be entered into formulas (2) and (3), taking into account the unevenness of rainfall over the area and taken according to the table. 8.

Table 8

Estimated flow rates of rainwater from undeveloped catchment areas over 1000 hectares, not included in the territory of a populated area, should be determined according to the corresponding flow standards for calculating artificial structures highways according to VSN 63-76 of the Ministry of Transport.

2.15. The estimated duration of rainwater flow over the surface and pipes, min, should be taken according to the formula

, (5)

where is the duration of rainwater flow to the street gutter or, if there are storm water inlets within the block, to the street collector (surface concentration time), min, determined in accordance with clause 2.16;

The same for street gutters to the storm water inlet (if there are none within the block), determined by formula (6);

The same, along pipes up to the calculated cross-section, determined by formula (7).

2.16. The time of surface concentration of rain runoff should be determined by calculation or taken in populated areas in the absence of intra-block closed rain networks equal to 5-10 minutes or in the presence of them equal to 3-5 minutes.

When calculating the intra-block sewer network, the surface concentration time should be taken equal to 2-3 minutes.

Characterizing the surface and accepted according to the table. 9 and 10.

Table 9

Approved and put into effect
By 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. EXTERNAL NETWORKS AND STRUCTURES

UPDATED EDITION
SNiP 2.04.03-85

Sewerage. Pipelines and wastewater treatment plants

SP 32.13330.2012

Preface

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

Rulebook Details

1. Performers - LLC "ROSEKOSTROY", OJSC "National 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 Development 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 put into effect on January 1, 2013.
5. Registered Federal agency on 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 is published in the monthly published information index "National Standards". In case of revision (replacement) or cancellation of this set of rules, the corresponding notice will be published in the monthly published information index "National Standards". Relevant information, notices and texts are also posted in information system common use- 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 OJSC "National Research Center Construction", responsible executors: G.M. Mironchik, A.O. Dushko, L.L. Menkov, E.N. Zhirov, S.A. Kudryavtsev (ROSEKOSTROY LLC), 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 sewerage systems for permanent purposes, urban and industrial wastewater similar in composition, as well as storm sewerage.
This set of rules does not apply to sewerage systems of higher 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 standards and rules
SP 12.13130.2009. Determination of the category of premises, buildings and outdoor installations according to explosion and fire hazards
SP 14.13330.2011 "SNiP II-7-81*. Construction in seismic areas"
SP 21.13330.2012 "SNiP 2.01.09-91. Buildings and structures in undermined areas and subsidence soils"
SP 25.13330.2012 "SNiP 2.02.04-88. Foundations and foundations on permafrost soils"
SP 28.13330.2012 "SNiP 2.03.11-85. Protection building structures from corrosion"
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 from 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 domestic 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 structures from corrosion"
SP 104.13330.2011 "SNiP 2.06.15-85. Engineering protection territories from flooding and flooding"

ConsultantPlus: note.
SP 131.13330.2011 mentioned in this document was subsequently approved and published with the number SP 131.13330.2012.

SP 131.13330.2011 "SNiP 23-01-99*. Construction 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. Confined spaces with conductive floors, walls and ceilings
GOST R 50571.15-97. Electrical installations of buildings. Part 5. Selection and installation of electrical equipment. Chapter 52. Electrical wiring
GOST 12.1.005-88. System of occupational safety standards. General sanitary and hygienic requirements for the air in the working area
GOST 17.1.1.01-77. Protection of Nature. Hydrosphere. Use and protection of water. Basic terms and definitions
GOST 14254-96. Degrees of protection provided by enclosures (IP code)
GOST 15150-69*. Machines, instruments and other technical products. Versions for different climatic regions. Categories, operating, storage and transportation conditions regarding the impact of environmental climatic factors
GOST 19179-73. Hydrology of land. Terms and Definitions
GOST 25150-82. Sewerage. Terms and Definitions.
Note. When using this set of rules, it is advisable to check the validity 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 information indexes published in this year. If the reference document is replaced (changed), then when using this set of rules you should be guided by the replaced (changed) document. If the referenced material is canceled without replacement, then the provision in which a reference to it is given applies to the extent that this reference is not affected.

3. Terms and definitions

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

4. General provisions

4.1. The choice of schemes and sewerage systems for 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 sewage 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. Treatment of industrial and municipal wastewater may be carried out jointly or separately, depending on their nature and subject to maximum reuse.
4.4. Sewerage projects for facilities, as a rule, must be linked to their water supply scheme, 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 consider:
the possibility of reducing the volume of contaminated wastewater generated in technological processes through the introduction of waste-free and water-free production, 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 populated area or other water user;
conditions for the removal and use of sediments and waste generated during wastewater treatment.
4.6. Combining industrial wastewater flows with various pollutants is permitted if it is feasible to treat them together.
In this case, it is necessary to take into account the possibility of chemical processes occurring in communications with the formation of gaseous or solid products.
4.7. When connecting sewer networks of subscribers not related to housing stock, settlement networks should be provided with outlets with control wells located outside the subscribers’ territory.
It is necessary to provide devices for measuring the flow of discharged wastewater 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 consumed from the water supply is added or removed.
Combining industrial wastewater from several enterprises is allowed after the control well of each enterprise.
4.8. Industrial wastewater subject to joint disposal and treatment with domestic wastewater in a populated area must meet current requirements for the composition and properties of wastewater accepted into the sewerage system of a populated area.
Industrial wastewater that does not meet these requirements must be pre-treated. The degree of such treatment must be agreed upon with the organization (organizations) operating the sewerage system and treatment facilities of the settlement (or, in the absence of one, with the organization designing this system sewer).
4.9. It is prohibited to provide for the discharge into water bodies of rain, melt and irrigation water that is not treated to established standards and that is diverted from residential areas and enterprise sites in an organized manner.
4.10. When designing treatment facilities for combined and semi-separate sewerage systems that carry out joint disposal of all types of wastewater for treatment, 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 contaminated part of the surface runoff, which is formed during periods of rainfall, melting snow and from washing road surfaces, should be discharged to treatment facilities in an amount of at least 70% of the annual volume of runoff for residential areas and enterprise sites close to them in terms of pollution, and total volume of runoff from enterprise sites, the territory of which may be contaminated with specific substances with toxic properties or significant amounts of organic substances.
For most populated areas of the Russian Federation, these conditions are met when calculating treatment facilities to receive runoff from low-intensity, frequently recurring rains with a period of one-time excess of the calculated rain intensity of 0.05 - 0.1 year.
4.12. Surface wastewater from territories industrial zones, construction sites, warehouses, motor vehicles, as well as particularly contaminated areas located in residential areas of cities and towns (gasoline stations, parking lots, bus stations, shopping centers), before being discharged into rain drainage or centralized system public sewerage must be treated at local treatment facilities.
4.13. When determining the conditions for the release of surface runoff from residential areas and enterprise sites into water bodies, one should be guided by the standards of the Russian Federation for the conditions for the discharge of urban wastewater.
The choice of a scheme for the disposal and treatment of surface runoff, as well as the design of treatment facilities, is determined by its qualitative and quantitative characteristics, discharge conditions and is carried out on the basis of an assessment of the technical feasibility of implementing a particular option and a comparison of technical and economic indicators.
4.14. When designing storm drainage structures 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 projects and the order of their implementation must be justified by a technical and economic comparison of possible options, taking into account sanitary, hygienic and environmental requirements.
4.16. When designing sewerage networks and structures, progressive technical solutions, mechanization of labor-intensive work, automation of technological processes, industrialization of construction and installation work through the use of structures, structures and prefabricated products, etc. must be provided.
Energy saving measures should also be taken into account, as well as the maximum possible use of secondary energy resources from wastewater treatment plants, recycling of treated water and sludge.
It is necessary to ensure appropriate safety and sanitary and hygienic working conditions when operating and performing preventive and repair work.
4.17. The location of sewerage facilities and the passage of communications, as well as the conditions and places of release of treated wastewater and surface runoff into water bodies must be agreed upon with local authorities, organizations carrying out state sanitary supervision and protection of fish stocks, as well as with other bodies, in accordance with legislation of the Russian Federation, and places of release into navigable water bodies and seas - 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) wastewater flow rates and the composition of pollutants, the conditions for their discharge into water bodies, in conditions of power outages, possible accidents on communications, equipment and structures, scheduled repair work, situations related to special natural conditions(seismicity, soil subsidence, “permafrost”, etc.).
4.19. To ensure uninterrupted operation of the sewerage system, the following measures should be taken:
appropriate reliability of power supply to sewerage facilities (two independent sources, backup autonomous power plant, batteries, etc.);
duplication of communications, installation of bypass lines and bypasses, switching on parallel pipelines, etc.;
installation of emergency (buffer) tanks with subsequent pumping out of them in normal mode;
sectioning of parallel operating structures, with a number of sections that provide the necessary and sufficient efficiency when one of them is turned off for repair or maintenance;
reservation of working equipment for one purpose;
ensuring the necessary reserve power, throughput, capacity, strength, etc. equipment and structures (determined by technical and economic calculations);
determination of the permissible reduction in system capacity or efficiency of wastewater treatment in emergency situations (in agreement with supervisory authorities).
The application of the above measures should be considered during the design, taking into account the responsibility of the object.
4.20. Sanitary protection zones from sewerage facilities to the boundaries of residential buildings, areas 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 must be agreed with the sanitary and epidemiological surveillance authorities.

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

5.1. General instructions

5.1.1. When designing sewerage systems in populated areas, the calculated specific daily average (per year) drainage of domestic wastewater from residential buildings should be taken equal to the calculated specific daily average (per year) water consumption in accordance with SP 31.13330 without taking into account water consumption for watering territories and green spaces.
5.1.2. Specific drainage for determining the estimated wastewater flows from individual residential and public buildings, if it is necessary to take 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 unevenness of their inflow should be determined by technological data with an analysis of the water balance in terms of possible water circulation and reuse of wastewater, in the absence of data - by aggregated rates of water consumption per unit of product or raw material, or according to data from similar enterprises.
From the total amount of wastewater from enterprises, costs incurred in the sewer system of a populated area or other water user should be distinguished.
5.1.4. Specific water disposal in unsewered areas should be 25 l/day per inhabitant.
5.1.5. The estimated average daily wastewater flow in a populated area should be determined as the sum of costs established according to 5.1.1 - 5.1.4.
The amount of wastewater from local industrial enterprises serving the population, as well as unaccounted expenses, is allowed (with justification) to be taken additionally in the amount of 6 - 12% and 4 - 8%, respectively, of the total average daily water disposal 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 and the daily unevenness coefficients adopted in accordance with SP 31.13330.
5.1.7. The estimated total maximum and minimum wastewater flow rates, taking into account daily, hourly and intra-hourly unevenness, should be determined based on the results of computer modeling of wastewater disposal 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. 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 accept general coefficients (maximum and minimum) according to Table 1.

Table 1

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

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

5.1.8. Estimated costs for networks and structures when supplying wastewater by pumps should be taken equal to the productivity of pumping stations.
5.1.9. When designing drainage communications and wastewater treatment facilities, the technical and economic feasibility and sanitary and hygienic possibility of averaging the estimated wastewater flow rates should be considered.
5.1.10. Sewerage structures must be designed to pass the total estimated maximum flow (determined according to 5.1.7) and additional influx of surface and groundwater unorganized into gravity sewer 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 operating data of similar objects, and in their absence - according to the formula

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

5.2. Hydraulic calculation of sewer networks

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

where is sediment moisture, %;
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 gravity pipes should be taken, mm:
for the street network - 200, intra-block network, domestic and industrial sewerage network - 150;
for rain street network - 250, intra-block - 200.
The smallest diameter of pressure sludge pipelines is 150 mm.
Notes 1. In populated areas with a wastewater flow rate of up to 300 m3/day, pipes with a diameter of 150 mm are allowed for the street network.
2. For a production network, with appropriate justification, the use of pipes with a diameter of less than 150 mm is allowed.

5.4. Design speeds and filling of pipes and channels

5.4.1. In order to avoid siltation of sewer networks, the design speeds of movement of wastewater should be taken depending on the degree of filling of pipes and channels and the size of suspended solids contained in the wastewater.
The minimum speeds of movement of wastewater in domestic and storm sewer networks at the highest design filling of pipes should be taken according to Table 2.

table 2

Estimated minimum wastewater flow rates
depending on the highest degree of filling of the pipes
in the network of domestic and storm sewerage

│ 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 construction design instructions│
│enterprises of individual industries or operational ones│
│data. │
│ 2. For industrial wastewater similar in nature to suspended water│
│substances for household waste, take the lowest speeds 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 movement 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 - 10 and 7 m/s, respectively.
5.4.3. The design speed of movement of unclarified wastewater in siphons must be taken to be at least 1 m/s, while in places where wastewater approaches the siphon, the speeds should be no more than the speed in the siphon.
5.4.4. The lowest calculated speeds of movement of raw and fermented sludge, as well as compacted activated sludge in pressure sludge pipelines should be taken according to Table 3.

Table 3

Estimated minimum speeds for raw materials
and fermented sediments, as well as compacted
activated sludge in pressure sludge pipelines

┌─────────────────────────┬───────────────────────────────────────────────┐
│ Sediment humidity, % │ 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 reservoirs in canals should be taken according to Table 4.

Table 4

The highest speeds of movement of rain and permissible
to the discharge of industrial wastewater into reservoirs in canals

┌────────────────────────────────┬────────────────────────────────────────┐
│ Soil or type of channel fastening │Highest speed of movement in channels, │
│ │ m/s, at a flow depth of 0.4 to 1 m │

│Fixing with concrete slabs │ 4 │
├────────────────────────────────┼────────────────────────────────────────┤
│Limestones, medium sandstones │ 4 │
├────────────────────────────────┼────────────────────────────────────────┤
│Turning: │ │
│ flat │ 1 │
│ against the wall │ 1.6 │
├────────────────────────────────┼────────────────────────────────────────┤
│Paving: │ │
│ single │ 2 │
│ double │ 3 - 3.5 │
├────────────────────────────────┴────────────────────────────────────────┤
│ Note. At a flow depth of less than 0.4 m, velocity values│
│wastewater movement is taken with a coefficient of 0.85; at depths above│
│1 m - with a coefficient of 1.24. │
└─────────────────────────────────────────────────────────────────────────┘

5.4.6. Estimated filling pipelines and channels of any cross-section (except rectangular) should be no more than 0.7 diameter (height).
The calculated filling of channels with a rectangular cross-section is allowed to be no more than 0.75 times the height.
For rainwater drainage pipelines, it is allowed to be completely filled, including for short-term wastewater discharges.

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 speeds of wastewater movement.
The smallest pipeline slopes 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 slope of the connection from storm water inlets should be taken as 0.02.
5.5.2. In an open rainwater network, the smallest slopes of roadway trays, ditches and drainage ditches should be taken according to Table 5.

Table 5

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

Name Minimum slope
Trays covered with asphalt concrete 0.003
Trays covered with paving stones or crushed stone 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 cross-section are: bottom width - 0.3 m; depth - 0.4 m.

6. Sewer networks and structures on them

6.1. General instructions

6.1.1. Gravity (non-pressure) sewerage networks are designed, as a rule, in one line.
Notes 1. When laying gravity sewer collectors in parallel, 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 into emergency tanks (with subsequent pumping) or, in agreement with the Sanitary and Epidemiological Supervision authorities, into rain collectors equipped with treatment facilities at the outlets. When overflowing into rain collectors, valves must be provided that must be sealed.

6.1.2. The reliability of the operation of free-flow sewerage networks (collectors) is determined by the corrosion resistance of the material of the pipes (channels) and butt joints to both the transported wastewater and the gaseous environment in the above-water space.
6.1.3. Location of networks on master plans, as well as minimum distances in plan and at intersections from the outer surface of pipes to structures and engineering communications must be accepted in accordance with SP 42.13330.
6.1.4. Pressure sewerage pipelines should be designed taking into account the characteristics of the transported waste liquid (aggressiveness, increased content of suspended particles, etc.). It is necessary to provide additional activities And Constructive decisions, ensuring prompt repair or replacement of pipeline sections during operation, as well as the use of appropriate non-clogging pipeline fittings.
The drainage of wastewater from the area being emptied during repairs should be provided without discharge into water body- into a special container with subsequent pumping into the sewer network or removal by tanker truck.
6.1.5. The design of deep-seated collectors laid by shield tunneling or the mining method must be carried out in accordance with SP 43.13330.
6.1.6. Ground and above-ground laying of sewer pipelines in populated areas is not permitted.
When laying sewer pipelines outside populated areas and on the sites of industrial enterprises, above-ground or above-ground installation of pipelines is allowed with the provision necessary requirements reliability of operation and safety precautions, 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 the influence of both transported waste liquid and gas corrosion in the upper part of the collectors.
In order to prevent gas corrosion, appropriate protection of pipes and measures to prevent the formation of aggressive environments should be provided (network ventilation, exclusion of stagnant zones, etc.).
6.1.8. The type of pipe base must be taken depending on the bearing capacity of the soil and loads, as well as the strength characteristics of the pipe. Backfilling of pipelines must take into account bearing capacity and pipe deformation.

6.2. Turns, connections and depth of pipelines

6.2.1. Connections and turns on collectors should be provided in wells.
The radius of the tray rotation curve must be taken to be no 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 inspection wells at the beginning and end of the curve.
6.2.2. The angle between the connected and discharge pipes must be at least 90°.
Note. When connecting with a difference, any angle between the connected and discharge pipelines is allowed.

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