SNIP 85 sewerage external networks and facilities. Building code Sewerage

SEWERAGE. OUTDOOR NETWORKS AND FACILITIES

SNiP 2.04.03-85

1. General instructions

2. Estimated waste water costs. Hydraulic calculation of sewer networks

3. Schemes and systems of sewerage

4. Sewer networks and structures on them

5. Pumping and blowing stations

6. Treatment facilities

7. Electrical equipment, process control, automation and operational control systems

8. Requirements for building solutions and structures of buildings and structures

9. Additional requirements for sewerage systems in special natural and climatic conditions

Appendix

DEVELOPED by Soyuzvodokanalproekt (G. M. Mironchik - head of the topic; D. A. Berdichevsky. A. E. Vysota, L. V. Yaroslavsky) with the participation of VNII VODGEO, Donetsk PromstroyNIIproekt and NIIOSP them. NM Gersevanov State Construction Committee 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, Scientific Research and Design and Technological Institute of Urban Economy and the Ministry of Securities and Research Institute of Mechanical Engineering named after M.T. Urazbayev of the Academy of Sciences of the Uzbek SSR, the Moscow Civil Engineering Institute named after M.T. VV Kuibyshev of the USSR Ministry of Higher Education, the Leningrad Civil Engineering Institute of the RSFSR Ministry of Higher Education.

INTRODUCED by Soyuzvodokanalproject of the USSR State Construction Committee.

PREPARED FOR APPROVAL by the Glavtekhnormirovanie Gosstroy of the USSR (B.V. Tamboviev).

Agreed by the Ministry of Health of the USSR (letter dated 10.24.83 No. 121-12 / 1502-14), the Ministry of Water Resources of the USSR (letter dated 15.04.85 No. 13-3-05 / 366), the Ministry of Fisheries of the USSR (letter dated 260485 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 External networks and structures" is no longer valid.

When using a normative document, one should take into account the approved changes in building codes and regulations and state standards published in the journal "Bulletin construction equipment"." Collection of changes to building codes and regulations "Gosstroy of the USSR and information index" State standards of the USSR "Gosstandart.

Amendment No. 1 was introduced by the Resolution of the State Construction Committee of the USSR No. 70 dated May 28, 1986. The effective date is set from July 1, 1986.

These rules and regulations must be observed in the design of newly built and reconstructed systems. outdoor sewerage permanent appointment for settlements and objects of the national economy.

When developing sewerage projects, one should be guided by the "Fundamentals of Water Legislation USSR and Union republics ", observe 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 Management, 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 agreeing and issuing permits for special water use "of the USSR Ministry of Water Resources, as well as instructions of other normative documents approved or agreed by the USSR State Construction Committee.

EXTRACT FROM SNiPs

Sewerage. Outdoor networks and facilities

SNiP 2.04.03.85

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 distribution of productive forces for economic regions and the Union republics, general, basin and territorial schemes for the integrated use and protection of waters, schemes and projects of regional planning and development of cities and other settlements, general plans of industrial centers.

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 the technical, economic and sanitary assessment of existing structures, provide for the possibility of their use and the intensification of their work.

Sewerage projects of 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 waste and rainwater for industrial water supply and irrigation.

1.2. In the rainwater drainage system, the most polluted part of the surface runoff generated during the period of rainfall, snow melting and washing of road surfaces must be cleaned, i.e. at least 70% of the annual runoff for residential areas and sites of enterprises close to them in terms of pollution, and the total volume of runoff for the sites of enterprises, 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 solutions adopted in projects, and the order of their implementation should be justified by comparison possible options... Feasibility studies should be performed according to those options, the advantages and disadvantages of which cannot be established without calculations.

The optimal option should be determined by the smallest value of the reduced costs, taking into account the reduction in labor costs, consumption of material resources, electricity and fuel, as well as based on sanitary and 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 works should be provided for through the use of prefabricated structures, standard and standard products and parts manufactured in factories and in procurement workshops.

Sanitary areas

5. The sanitary protection zone from the fields of underground filtration with a capacity of less than 15 m 3 / day should be taken as 15 m.

6. The sanitary protection zone from filter trenches and sand and gravel filters should be taken 25 m, from septic tanks and filter wells - 5 and 8 m, respectively, from aeration plants for complete oxidation with aerobic stabilization of sludge at a capacity of up to m 3 / day - 50 m.

8. The sanitary protection zone from surface water treatment facilities from residential areas should be taken 100 m, from pumping stations - 15 m, from treatment facilities industrial enterprises- in agreement with the authorities of the sanitary and epidemiological service.

2. ESTIMATED WASTE WATER RATE. HYDRAULIC CALCULATION OF SEWER NETWORKS

SPECIFIC FLOW RATES, UNIFORM RATES AND ESTIMATED WASTE WATER FLOWS

2.1. When designing sewerage systems in settlements, the estimated specific average daily (for the year) water disposal of domestic wastewater from residential buildings should be taken equal to the estimated specific average daily (for the year) water consumption in accordance with SNiP 2.04.02-84, excluding water consumption for irrigation of territories and green spaces.

2.2. Specific wastewater disposal to determine the estimated wastewater flow rates from individual residential and public buildings, if necessary

accounting for concentrated costs should be taken in accordance with SNiP 2.04.01-85.

2.3. The estimated average daily costs 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, reuse of water, etc.

2.4. Specific wastewater disposal in non-sewerage areas should be taken at 25 l / day per inhabitant.

2.5. The estimated average daily consumption of wastewater in the settlement should be determined as the sum of the costs established by paragraphs. 2.1-2.4.

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

Note

2. With an average wastewater flow rate of less than 5 l / s estimated costs should be determined in accordance with SNiP 2.04.01-85.

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

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

Table 3

Notes.

The specific average daily drainage is allowed to change by 10-20%, depending on climatic and other local conditions and the degree of improvement.

REGULATION OF RAINWATER RUNOFF

2.26. Regulation of rainwater runoff should be envisaged in order to reduce and equalize the flow rate entering treatment facilities or pumping stations. Flow control should also be applied upstream of long branch headers to reduce pipe diameters.

To regulate the flow of rainwater, ponds or reservoirs should be built, and fortified ravines and existing ponds should be used that are not sources of drinking water, not suitable for swimming and sports, and not used for fishing purposes.

2.27. Only rainwater when large flow rates occur. At the same time, all melt water and runoff from frequent rains must be passed around the pond.

If it is advisable to use a regulating pond as a treatment plant, all surface runoff should be directed to it, and it should be provided special equipment to remove sediment, debris and oil products.

2.28. The period of one-time excess of the calculated rainfall rate for spillways and outlets into ponds should be established for each object, taking into account local conditions and possible consequences in case of rainfall with an intensity higher than the calculated one.

DESIGN SPEEDS AND FILLING OF PIPES AND DUCTS

2.40. The estimated filling of pipelines and channels with a cross-section of any shape should be taken no more than 0.7 of the height.

INCLINES OF PIPELINES, DUCTS AND TRAYS

2.41. The smallest slopes of pipelines and canals should be taken depending on the permissible minimum velocities of wastewater movement.

The smallest slopes of pipelines for all sewage 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 the storm water inlets should be taken as 0.02.

2.43. The smallest dimensions of trapezoidal ditches and ditches should be taken as follows: width along the bottom 0.3 m, depth 0.4 m.

3. SCHEMES AND SEWERAGE SYSTEMS

SCHEMES AND SEWERING SYSTEMS OF SETTLEMENTS

3.1. Sewerage of settlements should be provided for by systems: separate - complete or incomplete, semi-divided, as well as combined.

Discharge of surface water by open system drains are allowed with appropriate justification and agreement with the authorities of the sanitary-epidemiological service, for the regulation and protection of waters, as well as with the authorities for the protection of fish stocks.

3.2. The choice of the sewerage system should be made taking into account the requirements for the treatment of surface wastewater, climatic conditions, terrain and other factors.

In areas with rainfall rates q20 less than 90 l / s per 1 ha, the possibility of using a semi-divided sewage system should be considered.

SEWERAGE SYSTEMS FOR SMALL POPULATIONS (UP TO 5,000 PEOPLE ”AND SEPARATE BUILDINGS

3.3. Sewerage of small settlements should be provided, as a rule, according to an incomplete separate system.

3.4. For small settlements, as a rule, centralized sewerage schemes should be provided for one or more settlements, individual groups of buildings and industrial zones.

Centralized sewage systems should be designed combined for residential and industrial zones, excluding manure-containing wastewater, while the combination of industrial wastewater with domestic wastewater should be carried out taking into account clause 3.18.

The arrangement of centralized circuits separately for residential and industrial zones is allowed with a feasibility study.

3.5. Decentralized sewerage schemes are allowed to provide for:

in the absence of the danger of pollution of the aquifers used for water supply;

in the absence of a centralized sewerage system in existing or reconstructed settlements for objects that should be sewerage in the first place (hospitals, schools, kindergartens and nurseries, administrative buildings, individual residential buildings, industrial enterprises, etc.), as well as for the first stage of construction of settlements with the location of sewage facilities at a distance of at least 500 m;

if necessary, sewerage of groups or individual buildings.

3.6. For wastewater treatment with a centralized sewerage scheme, the following structures should be used:

natural biological treatment (filtration fields, biological ponds);

artificial biological treatment (aeration tanks and biofilters of various types, circulating oxidation channels);

physical and chemical cleaning for rotational camps with temporary stay of personnel and for other facilities with periodic stay of people.

3.7. For wastewater treatment with a decentralized sewage system, filter wells, underground filtration fields, sand and gravel filters, filter trenches, aeration tanks for complete oxidation, physical and chemical treatment facilities for periodically functioning objects (pioneer camps, tourist camps, etc.) should be used. ).

3.8. For the treatment of wastewater from small settlements, it is advisable to use prefabricated plants in accordance with GOST 25298-82.

3.9. For detached buildings with a consumption of domestic wastewater up to 1 m 3 / day, it is allowed to install backlash closets or cesspools.

3.10. Treatment of wastewater from laundries contaminated with synthetic surfactants (SAS) may be carried out in conjunction with domestic wastewater at a ratio of their quantities of 1: 9. For bath and laundry wastewater, this ratio should be taken 1: 4, for bath - 1: 1. When justified, the use of control tanks is allowed.

At a large number bath and laundry wastewater should be treated to ensure the permissible concentration of synthetic surfactants.

3.11. For the supply of wastewater to treatment facilities by pumps, the calculation of treatment facilities in small settlements should be made at a flow rate equal to the capacity of pumping units.

4. SEWERAGE NETWORKS AND STRUCTURES ON THEM CONDITIONS OF NETWORK TRANSPORTATION AND PIPELINE LAYING

4.1. Location of networks on master plans, as well as the minimum distances in plan and at intersections from the outer surface of pipes to structures and engineering communications should be taken in accordance with SNiP II-89-80.

TURNS, CONNECTIONS AND DEPTH OF PIPING

4.5. The angle between the connected and discharge pipes must be at least 90 °.

Note. Any angle between the connections and the outlet pipelines is allowed when installing a drop in the well in the form of a riser and connecting storm water inlets with a drop.

4.8. The smallest depth of the sewer pipelines should be taken on the basis of the experience of operating the networks in the area. In the absence of operating data, the minimum depth of the pipeline tray is allowed to be taken: for pipes with a diameter of up to 500 mm - by 0.3 m; for pipes with a larger diameter - 0.5 m less than the greater depth of penetration into the ground of zero temperature, not less than 0.7 m to the top of the pipe, counting from the marks of the ground surface or the layout. The smallest depth of the collectors with a constant (low fluctuating) wastewater flow rate must be determined by heat engineering and static calculations.

The minimum depth of the collectors laid by shield penetration must be taken at least 3 m from the marks of the ground surface or the layout to the top of the shield.

Pipelines laid to a depth of 0.7 m or less, counting from the top of the pipe, must be protected from freezing and damage by ground transport.

4.12. The slope of pressure pipelines towards the outlet should be taken at least 0.001.

INSPECTION WELLS

4.14. Inspection wells on the sewer networks of all systems should include:

at the points of connection;

in places where the direction, slopes and diameters of pipelines change;

on straight sections at distances depending on the pipe diameter: 150 mm - 35 m, 200 - 450 mm -50 m, 500-600 mm - 75 m, 700-900 mm - 100 m, 1000-1400 mm - 150 m, 1500 -2000 mm - 200 m, over 2000 mm - 250-300 m.

4.15. Dimensions in terms of wells or chambers of domestic and industrial sewage should be taken depending on the pipe of the largest diameter D:

on pipelines with a diameter of up to 600 mm - length and width 1000 mm;

on pipelines with a diameter of 700 mm and more - length D + 400 mm, width D + 500 mm.

The diameters of round wells should be taken on pipelines with diameters: up to 600 mm - 1000 mm; 700 mm - 1250 mm; 800-1000mm -1500mm; 1200 mm - 2000 mm.

Notes:!. The dimensions in the plan of the wells on the turns must be determined from the condition for placing the turn trays in them.

2. On pipelines with a diameter of not more than 150 mm at a depth of up to 1.2 m, it is allowed to construct wells with a diameter of 700 mm.

3. At a depth of over 3 m, the diameter of the wells should be taken at least 1500 mm.

4.16. The height of the working part of the wells (from the shelf or platform to the cover), as a rule, must be taken as 1800 mm; when the height of the working part of the wells is less than 1200 mm, their width is allowed to be taken equal to D + 300 mm, but not less than 1000 mm.

4.17. In the working part of the wells, it is necessary to provide:

installation of steel brackets or hinged ladders for descending into the inspection well;

on pipelines with a diameter of over 1200 mm with a height of the working part over 1500 mm - a fence of the working platform with a height of 1000 mm.

4.18. The shelves of the manhole tray should be located at the level of the top of the larger diameter pipe.

In wells on pipelines with a diameter of 700 mm and more, it is allowed to provide a working platform on one side of the tray and a shelf with a width of at least 100 mm on the other. On pipelines with a diameter of more than 2000 mm, it is allowed to arrange a working platform on consoles, while the size of the open part of the tray should be taken at least 2000 x 2000 mm.

4.19. Dimensions in terms of rainwater drainage wells should be taken: on pipelines with a diameter of up to 600 mm inclusive. - diameter 1000 mm;

for pipelines with a diameter of 700 mm and more - round or rectangular with a trough part 1000 mm long and a width equal to the diameter of the largest pipe.

The height of the working part of the wells on pipelines with a diameter of 700 to 1400 mm incl. pipes of the largest diameter should be taken from the chute;

on pipelines with a diameter of 1500 mm and more, working parts are not provided.

Well tray shelves should be provided only for pipelines with a diameter of up to 900 mm inclusive. at half the diameter of the largest pipe.

4.20. The necks of the wells on the sewerage networks of all systems should be taken with a diameter of 700 mm;

the dimensions of the neck and the working part of the wells on turns, as well as on straight sections of pipelines with a diameter of 600 mm and more at distances of 300-500 m should be sufficient for lowering the devices for cleaning the network.

4.21. The installation of hatches must be provided: in the same level with the roadway surface with improved coverage;

50-70 mm above the ground in the green zone and 200 mm above the ground in undeveloped areas. If necessary, hatches with locking devices should be provided.

4.22. In the presence of groundwater with a design level above the bottom of the well, it is necessary to provide for waterproofing the bottom and walls of the well 0.5 m above the groundwater level.

WALKING WELLS

4.25. Drop wells should include:

AND RULES OF WATER SUPPLY OUTDOORNETWORKS AND STRUCTURESSNiP 2.04 .02-84 * Approved by the decree ... of a drinking water supply system with networkssewers03 6 85 , 5 - 91.8 Softening at ...

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

from 28.05.1986 N 70)

Date of entry into force

Developed by Soyuzvodokanalproekt (G.M. Mironchik - topic leader; D.A. Berdichevsky, A.E. Vysota, L.V. Yaroslavsky) with the participation of VNIIVODGEO, Donetsk PromstroyNIIproekt and NIIOSP them. N.M. Gersevanov State Construction Committee of the USSR, Research Institute of Public Water Supply and Water Treatment of the Academy of Public Utilities named after 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, Scientific Research and Design and Technological Institute of Municipal Economy and UkrkommunNIIkomikhoza of Mechanics and Construction of the Ministry M.T. Urazbayev Academy of Sciences of the Uzbek SSR, Moscow Civil Engineering Institute named after V.V. Kuibyshev of the USSR Ministry of Higher Education, the Leningrad Civil Engineering Institute of the RSFSR Ministry of Higher Education.

Introduced by Soyuzvodokanalproject of the USSR State Construction Committee.

Prepared for approval by the Glavtekhnormirovanie Gosstroy of the USSR (B.V. Tambovtsev).

Approved by the USSR Ministry of Health (letter dated 10.24.1983 N 121-12 / 1502-14), USSR Ministry of Water Resources (letter dated 04.15.1985 N 13-3-05 / 366), USSR Ministry of Fisheries (letter dated 04.26.1985 . 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" is no longer valid.

These norms and rules must be observed in the design of newly built and reconstructed external sewage systems for permanent purposes for settlements and objects of the national economy.

When developing sewage 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 Waters from Wastewater Pollution" and "Rules for the Sanitary Protection of Coastal Sea Waters" of the USSR Ministry of Water Management, the USSR Ministry of Fisheries and the USSR Ministry of Health, 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 Management, as well as instructions for other regulatory documents approved or agreed 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 distribution of productive forces in economic regions and union republics, general, basin and territorial schemes for the integrated use and protection of waters, schemes and projects for regional planning and urban development and other settlements, master plans of industrial centers.

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 the technical, economic and sanitary assessment of existing structures, provide for the possibility of their use and the intensification of their work.

Sewerage projects of 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 waste and rainwater for industrial water supply and irrigation.

1.2. In the rainwater drainage system, the most polluted part of the surface runoff, formed during the period of rainfall, snow melting and washing of road surfaces, must be cleaned, i.e. not less than 70% of the annual runoff for residential areas and sites of enterprises that are close to them in terms of pollution, and the total volume of runoff for sites of enterprises, the territory of which may be contaminated with specific substances with toxic properties or a significant amount of organic matter.

1.3. The main technical decisions taken in projects and the order of their implementation should be justified by comparing possible options. Feasibility studies should be performed according to those options, the advantages and disadvantages of which cannot be established without calculations.

The optimal option should be determined by the smallest value of the reduced costs, taking into account the reduction in labor costs, consumption of material resources, electricity and fuel, as well as based on sanitary and 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 works should be provided for through the use of prefabricated structures, standard and standard products and parts manufactured in factories and in procurement workshops.

1.5. Treatment facilities for industrial and rainwater drainage systems 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-quarter network of a settlement, it is necessary to provide outlets with control wells located outside the enterprises.

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

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

1.7. Conditions and places of discharge of treated wastewater and surface runoff into water bodies should be coordinated with the bodies regulating the use and protection of waters, the executive committees of local Soviets of People's Deputies, the bodies exercising state sanitary supervision, the protection of fish stocks, and other bodies in accordance with the legislation of the USSR and the Union republics, and the places of release into navigable water bodies, watercourses and the sea - also with the management bodies of the river fleets 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 the technological, sanitary and hygienic and water protection requirements.

In the event that interruptions in the operation of the sewerage system or its individual elements are unacceptable, measures should be provided to ensure their uninterrupted 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 design capacity without reducing the efficiency of wastewater treatment.

1.10. Sanitary protection zones from sewer structures to the boundaries of residential buildings, sections of public buildings and food industry enterprises, taking into account their prospective expansion, should be taken:

from structures and pumping stations of the sewerage of settlements - according to the table. one;

ConsultantPlus: note.

SN 245-71 became invalid in connection with the publication of the Decree of the State Construction Committee of the USSR of 05/10/1990 N 39. By the Decree of the Chief State Sanitary Doctor of the Russian Federation of 04/30/2003 N 88 from June 25, 2003, SP 2.2.1.1312-03 "Hygienic requirements for design of newly built and reconstructed industrial enterprises ".

from treatment facilities and pumping stations of industrial sewage that are not located on the territory of industrial enterprises, both during self-cleaning and pumping of industrial wastewater, and during their joint treatment with household wastewater - in accordance with SN 245-71 the same as for industries, from which sewage flows, but not less than those indicated in table. one.

Table 1

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

Structures │ Sanitary protection zone, m, at

│ design performance

│ structures, thousand m3 / day.

├────────┬────────┬────────┬─────────

│ up to 0.2 │ over 0.2 │ over 5 │ over 50

│ │ up to 5 │ up to 50 │ up to 280

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

Structures of mechanical and │ 150 │ 200 │ 400 │ 500

biological treatment with sludge- │ │ │ │

high fermentation sites - │ │ │ │

precipitation, as well as separate │ │ │ │

but located sludge │ │ │ │

playgrounds │ │ │ │

Structures of mechanical and │ 100 │ 150 │ 300 │ 400

biological treatment with │ │ │ │

thermomechanical treatment │ │ │ │

rainfall indoors│ │ │ │

Filtration fields │ 200 │ 300 │ 500 │ -

Agricultural irrigation fields 150 │ 200 │ 400 │ -

Biological ponds │ 200 │ 200 │ 300 │ 300

Circulating structures 150 │ - │ - │ -

oxidative channels │ │ │ │

Pumping stations │ 15 │ 20 │ 20 │ 30

Notes. 1. Sanitary protection zones of sewer

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

when deviating from the adopted wastewater treatment technology and

sludge treatment are established in agreement with the main

sanitary and epidemiological departments of ministries

health care of the union republics.

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

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

residential buildings on the leeward side in relation to sewage treatment

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 up to

0.5 hectares and from mechanical and biological treatment facilities on

biofilters with a capacity of up to 50 m3 / day. should be taken

5. Sanitary protection zone from fields of underground filtration

with a capacity of 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

installations for complete oxidation with aerobic stabilization of sludge at

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

7. The sanitary protection zone from the drainage stations should be

take 300 m.

8. Sanitary protection zone from treatment facilities

surface waters from residential areas should be taken

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

industrial enterprises - in agreement with the authorities

sanitary and epidemiological service.

9. Sanitary protection zones from sludge collectors should

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

with the authorities of the sanitary and epidemiological service.

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

There are no references to other normative documents in this document.

BUILDING REGULATIONS

SEWERAGE

OUTDOOR NETWORKS AND FACILITIES

SNiP 2.04.03-85

Date of introduction 1986-01-01

DEVELOPED by Soyuzvodokanalproekt (G.M. Mironchik - head of the topic; D.A. Berdichevsky, A.E. Vysota, L.V. Yaroslavsky) with the participation of VNIIVODGEO, Donetsk PromstroyNIIproekt and NIIOSP them. N.M. Gersevanov of the USSR State Construction Committee, Research Institute of Public Water Supply and Water Treatment of the Academy of Public Utilities named after 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 the Institute of Mechanics and Communications M.T. Urazbayev of the Academy of Sciences of the Uzbek SSR, the Moscow Civil Engineering Institute named after VV Kuibyshev of the USSR Ministry of Higher Education, the Leningrad Civil Engineering Institute of the RSFSR Ministry of Higher Education.

INTRODUCED by Soyuzvodokanalproject of the USSR State Construction Committee.

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

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

AGREED by the Ministry of Health of the USSR (letter dated 24.10-83 No. 121-12 / 1502-14), the Ministry of Water Resources of the USSR (letter dated 15.04.85 No. 13-3-05 / 366), the Ministry of Fisheries of the USSR (letter dated 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" is no longer valid.

In SNiP 2.04.03-85 "Sewerage. External networks and structures" Amendment No. 1 was introduced, approved by the Resolution of the USSR State Construction Committee of May 28, 1986 No. 70 and entered into force on July 1, 1986. Items, tables, which were amended , are marked in these Building Regulations and Rules with a sign (K).

Changes were made by the legal bureau "Kodeks" according to the official publication of the Ministry of Construction of Russia - M .: GUP TsPP, 1996.

These norms and rules must be observed in the design of newly built and reconstructed external sewage systems for permanent purposes for settlements and objects of the national economy.

The full version of the document is available for the "All inclusive" rate

Table 67

Notes: 1. If available in industrial premises service personnel, the air temperature in them must be at least 16 ° C.

2. Air exchange should be taken as calculated. In the absence of data on the amount of hazards released into the air of premises, it is allowed to determine the amount of ventilation air by the frequency of air exchange on the basis of departmental norms of the main production from which wastewater is supplied.

3. The air temperature in buildings of biofilters (aerofilters) and aeration tanks should be taken at least 2 ° C above the temperature of waste water.

8.13. In the section of grids 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 the removal of air from under the ceiling of channels and reservoirs. In addition, it is necessary to provide for suction from crushers.

9. ADDITIONAL REQUIREMENTS FOR SEWERAGE SYSTEMS IN SPECIAL NATURAL AND CLIMATE CONDITIONS

SEISMIC AREAS

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

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

9.3. When choosing sewerage schemes, it is necessary to provide for the decentralized placement of sewerage facilities, if this does not cause a significant complication and increase in the cost of work, and the separation of technological elements of treatment facilities into separate sections should also be adopted.

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

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

9.6. In pumping stations, in the places where pipelines are connected to pumps, it is necessary to provide flexible joints that allow angular and longitudinal mutual displacements of the pipe ends.

9.7. To protect the territory of a sewage facility from flooding with sewage, as well as contamination of groundwater and open water bodies (streams) in case of an accident, it is necessary to arrange bypasses from the network (under pressure) to other networks or emergency reservoirs without being discharged into water bodies.

9.8. For collectors and networks of gravity 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 capacity of the joints, as well as the results of technical and economic calculations, while the depth of the laying of all types of pipes in any soils is not standardized.

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

9.10. The compensating capacity of the joints must be ensured by using 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-grained), in bulk soils, regardless of their moisture content, as well as in areas with traces of tectonic disturbances.

INSULATING SOILS

9.13. Sewerage systems to be built on subsiding, saline and swelling soils should 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 its own weight:

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

b) over 20 cm for gravity pipelines - reinforced concrete pressure head, asbestos-cement pressure head, 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 to 20 cm and an operating pressure of over 0.9 MPa (9 kgf / cm 2), as well as with a possible subsidence of over 20 cm and working pressure over 0.6 MPa (6 kgf / cm 2).

Requirements for foundations for gravity pipelines in soil conditions of types I and II in terms of subsidence are given in table. 68.

Table 68

Notes: 1. Undeveloped territory - territory. which in the next 15 years does not provide for the construction of 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 class of responsibility of buildings and structures located near the pipeline.

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

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

9.16. With a possible subsidence of more than 10 cm from its own soil mass, the condition under which the tightness of a free-flow pipeline remains due to horizontal displacements of the soil is determined by the expression

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

D k- the compensatory capacity of the butt joint, necessary from the condition of the impact of horizontal displacements of the soil, arising from its subsidence from its own mass;

D s- the value of the gap left during construction between the ends of the pipes in the joint, taken equal to 1 cm. k, cm, is determined by the formula

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

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

e- the relative magnitude of the horizontal movement of the soil when it subsides from its own mass;

D ext- the outer diameter of the pipeline, m;

R gr- conditional radius of curvature of the soil surface when it subsides from its own mass, m.

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

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

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

here H pr- the size of the subsiding thickness, m;

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

tgb is the angle of water propagation to the sides from the source of soaking, taken equal for sandy loams and loess -35 °, for loams and clays - less than 50 °.

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

PERMANENTLY FROZEN SOILS

General instructions

9.17. When designing the 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 foundation soils according to principle I should be adopted 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 while maintaining the base in a frozen state.

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

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

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

9.20. The estimated costs should take into account idle water discharge 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 (with surface drainage of rainwater), while providing for the maximum possible joint drainage of domestic and industrial wastewater.

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

underground - in trenches or canals (through, semi-through, non-through);

ground - on bedding with embankment;

overground - on 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 the foundations for them, SNiP 2.04.02-84 should be followed.

9.24. The laying of sewerage networks together with the utility-drinking water supply networks is allowed only if a separate section of the canal is allocated for the sewer pipes, which ensures the drainage of wastewater in an emergency period.

9.25. When routing sewerage networks, it is necessary, if possible, to provide for the connection of facilities with a constant wastewater discharge to the initial sections of the network.

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

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

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

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

9.29. The slope of the tunnels or canals should ensure the release of emergency leaks into the sewer system.

In case of flat terrain, pumping stations may be provided to remove emergency leaks.

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

9.31. The device of open trays in wells on sewerage networks is not allowed. For cleaning pipes, closed revisions should be provided.

9.32. To protect sewage pipelines from freezing, 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 pipe.

The choice of measures should be justified by a feasibility study.

Wastewater treatment plant

9.33. Building construction 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 sewage pollution" and "Rules for the sanitary protection of coastal waters of the seas", while it is necessary to take into account the low self-cleaning ability of water bodies, their complete freezing or a sharp reduction in costs in winter ...

9.35. For wastewater treatment, biological, biological-chemical, physicochemical methods can be used. The choice of a treatment method should be determined by its technical and economic indicators, the conditions for discharging wastewater into water bodies, the presence 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 purification, one should take into account the temperature of the waste water, idle discharges of tap water, changes in the concentration of pollutants due to dilution.

Average monthly temperature of waste water T w, ° С, for underground laying of the sewer network should be determined by the formula

where T wot- average monthly water temperature in the water source, ° С;

y 1 - an 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 certain 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 wastewater at the point of release should be determined by a heat engineering calculation.

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

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

9.40. Freezing of 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 in the open air with the obligatory installation of tents, walk-through galleries, etc. above them. In this case, it is necessary to provide measures to protect structures, mechanical assemblies and devices from icing.

9.42. Wastewater treatment plants should be used with a high industrial prefabrication or factory readiness, ensuring minimal involvement of human labor with simple operation: thin-layer sedimentation tanks, multi-chamber aeration tanks, flotation tanks, aeration tanks with high doses of sludge, flotation sludge separators, aerobic sludge stabilizers, etc.

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

aeration, operating by 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 cleaning (from 0.1 to 5 thousand m 3 / day).

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

9.45. For physicochemical wastewater treatment, it is allowed to apply the following schemes:

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

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

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

9.46. As reagents, aluminum sulfate with an active part 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.

REALIZED TERRITORIES

General instructions

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

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

9.49. Filtration fields are not allowed on the undermined territories.

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

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

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

the places where pipelines cross tectonic faults, the boundaries of mine fields and guard pillars;

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

Collectors and networks

9.52. The expected deformations of the earth's surface for the design of protection of gravity sewer pipelines should be specified:

on areas with the position of mine workings known at the time of project development - from carrying out the specified workings;

in areas where the plans for the development of workings are unknown - from conditionally set workings along one of the most powerful of the seams planned for development or workings on the same horizon;

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

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

9.53. For free-flow sewerage, ceramic, reinforced concrete, asbestos-cement and plastic pipes, as well as reinforced concrete streams or channels, should be used.

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

9.54. To maintain the free-flow regime in the pipeline, the slopes of the sections during the design of 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 the free-flow mode of operation;

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

P i- 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, you must:

use pipes of a shorter length or of another type;

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

to raise bearing capacity of the pipeline by a device at its base of a reinforced concrete bed (bed) with cutting into sections with flexible seams.

9.59. The difference in the marks 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 carrying out of mine workings.

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

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

Wastewater treatment plant

9.62. Sewerage structures should be designed, as a rule, according to rigid and combined structural schemes. The dimensions in terms of rigid blocks and compartments should be determined by calculation depending on the magnitude of the deformations of the earth's surface and the availability of feasible constructive protection measures, including expansion joints of the required compensating capacity.

9.63. Compliant design schemes are allowed only for sewage structures such as open containers that do not have stationary equipment.

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

9.65. Interlocked sewage structures for various functional purposes must be separated by expansion joints.

9.66. To contain the waste, movable grates 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 reactive sprinklers, riser foundations must be separated from structures with a waterproof expansion joint.

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

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 app.