The minimum distance between sewer wells snip. What should be the distance from the well to the well - choose a place for a source of water supply

Details 29.12.2011 13:10

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6.3. Manholes

6.3.1. Inspection wells on gravity sewer networks of all systems should be provided for:
at the points of connection;
in places of change of direction, slopes and diameters of pipelines;
on straight sections at distances depending on the diameter of the pipes: 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.
The dimensions in terms of wells or chambers on sewer networks must 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 or 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 - 1000 mm - 1500 mm, from 1200 mm and more - 2000 mm.
Notes. 1. The dimensions in terms of the wells on the turns must be determined from the condition of placing the turning trays in them.
2. On pipelines with a diameter of not more than 150 mm and a laying depth of up to 1.2 m, wells with a diameter of 600 mm are allowed. Such wells are intended only for the input of cleaning devices without people descending into them.

6.3.2. The height of the working part of the wells (from the shelf or platform to the ceiling, as a rule, must be taken as 1800 mm; if the height of the working part of the wells is less than 1200 mm, their width can be taken equal to D + 300 mm, but not less than 1000 mm.
6.3.3. The manhole tray shelves should be level with the top of the larger diameter pipe.
In wells on pipelines with a diameter of 700 mm or more, it is allowed to provide a working platform on one side of the tray and a shelf at least 100 mm wide 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.
6.3.4. In the working part of the wells, the following should be provided:
installation of hinged ladders for descending into the well (portable and stationary);
fencing of the working platform with a height of 1000 mm.
6.3.5. Dimensions in terms of rainwater wells should be taken on pipelines with a diameter of up to 600 mm inclusive - with a diameter of 1000 mm; on pipelines with a diameter of 700 mm or more - round or rectangular with trays 1000 mm long and a width equal to the diameter of the largest pipe, but not less than 1000 mm.
The height of the working part of the wells on pipelines with a diameter of 700 to 1400 mm inclusive should be taken from the pipe tray of the largest diameter; on pipelines with a diameter of 1500 m and more, working parts are not provided.
Shelves of trays of wells should be provided only on pipelines with a diameter of up to 900 mm inclusive at the level of half the diameter of the largest pipe.
6.3.6. The necks of the wells on the sewerage networks of all systems should be taken, as a rule, with a diameter of at least 700 mm.
The dimensions of the neck and the working part of the wells at turns, as well as on straight sections of pipelines with a diameter of 600 mm or more at distances of 300–500 m, should be sufficient to lower the devices for cleaning the network.
6.3.7. The installation of hatches must be provided at the same level with the surface of the carriageway with improved coverage; 50 - 70 mm above the ground in the green zone, and 200 mm - in a non-built-up area. If necessary, hatches with locking devices should be provided. The design must ensure the operating conditions, taking into account the loads from the transport, the safe entry and exit of personnel.
6.3.8. In the presence of groundwater with a calculated level above the bottom of the well, it is necessary to provide waterproofing of the bottom and walls of the well 0.5 m above the groundwater level.

6.4. Drop wells

6.4.1. Drops up to 3 m high on pipelines with a diameter of 600 mm or more should be taken in the form of weirs of a practical profile.
Drops up to 6 m high on pipelines up to 500 mm in diameter inclusive should be carried out in wells in the form of a riser or vertical walls-spreaders, with a specific wastewater flow rate per 1 linear meter. m of the wall width or the circumference of the cross section of the riser is not more than 0.3 m3 / s.
Above the riser, it is necessary to provide a receiving funnel, under the riser - a water pit with a metal plate at the base.
For risers with a diameter of up to 300 mm, it is allowed to install a guide elbow instead of a water pit.
Note. On pipelines with a diameter of up to 600 mm, drops up to 0.5 m in height are allowed to be performed without an overflow well by draining in a manhole.

6.4.2. On rainwater sewer collectors with a drop height of up to 1 m, it is allowed to provide overflow wells of a spillway type, with a drop height of 1 - 3 m - a water-cutting type with one grate of water-cutting beams (slabs), with a drop of 3 - 4 m high - with two water-cutting grids.

6.5. rainwater inlets

6.5.1. Storm water inlets should be provided:
in the trays of streets with a longitudinal slope - on long sections of slopes, at intersections and pedestrian crossings from the side of surface water inflow;
in low places that do not have a free flow of surface water - with a sawtooth profile of street trays, at the end of long sections of slopes in courtyards and parks.
In low places, along with storm water inlets with gratings in the plane of the roadway (horizontal), it is allowed to use storm water inlets with a hole in the plane of the curb stone (vertical) and a combined type with horizontal and vertical gratings.
In trays of streets with a longitudinal slope, it is not recommended to use vertical and combined storm water inlets.
6.5.2. The distances between the storm water inlets with a sawtooth longitudinal profile of the gutter are assigned depending on the values ​​of the longitudinal slope of the gutter and the depth of water in the gutter at the gutter (no more than 12 cm).
The distances between storm water inlets on a section of streets with a longitudinal slope of one direction are established by calculation based on the condition that the width of the flow in the tray in front of the grate does not exceed 2 m (with rain of the design intensity).
With a street width of up to 30 m and the absence of rainwater from the quarters, the distance between the storm water inlets can be taken according to Table 6.

Table 6

The greatest distances between storm water inlets

Street slope The greatest distances between storm water inlets, m
Up to 0.004 50
More than 0.004 to 0.006 60
More than 0.006 to 0.01 70
More than 0.01 to 0.03 80

With a street width of more than 30 m, the distance between the storm water inlets is no more than 60 m.
6.5.3. The length of the connection from the storm water inlet to the manhole on the collector must be no more than 40 m, while it is allowed to install no more than one intermediate storm water inlet. The connection diameter is assigned according to the estimated water inflow to the storm water inlet with a slope of 0.02, but not less than 200 mm.
6.5.4. It is allowed to connect downpipes of buildings and drainage networks to the storm water inlet.
6.5.5. The connection of a ditch (tray) to a closed network should be provided through a well with a settling part.
At the head of the ditch it is necessary to provide gratings with gaps of not more than 50 mm, the diameter of the connecting pipeline - according to the calculation, but not less than 250 mm.

6.6. siphons

6.6.1. The projects of siphons through water bodies used for domestic and drinking water supply and fishery purposes must be coordinated with the bodies of sanitary and epidemiological supervision and protection of fish stocks, navigable watercourses - with the management bodies of the river fleet.
6.6.2. When crossing water bodies, siphons must be received in at least two working lines.
Each line must be checked for the passage of the estimated wastewater flow, taking into account the allowable backwater.
At wastewater flow rates that do not provide the design (non-clogging) speeds, one of the lines should be taken as a reserve (non-operating).
When crossing ravines and dry valleys, it is allowed to provide siphons in one line.
6.6.3. When designing siphons, it is necessary to take:
pipe diameters not less than 150 mm;
the depth of the underwater part of the pipeline to the design marks or possible erosion of the bottom of the watercourse to the top of the pipe - at least 0.5 m, within the fairway on navigable water bodies - at least 1 m;
the angle of inclination of the ascending part of the siphons - no more than 20 ° to the horizon;
the distance between the siphon threads in the light is at least 0.7 - 1.5 m, depending on the pressure, as well as the technology of work.
6.6.4. Gates shall be provided in the inlet and outlet chambers of the siphons.
6.6.5. The layout mark at the chambers of the siphons, when they are located in the floodplain part of the water body, should be taken 0.5 m above the high water horizon with a probability of 3%.
6.6.6. The places where siphons cross water bodies should be marked with appropriate signs on the banks.

6.7. Road crossings

6.7.1. Crossing by pipelines of railways of categories I, II and III on stages and highways of categories I and II should be carried out on cases.
Under railways and roads of other categories, it is allowed to lay pipelines without cases, and pressure pipelines must be provided from steel pipes, and gravity pipelines from cast iron.
6.7.2. The places of crossings over railways and roads must be agreed with the relevant organizations in the prescribed manner.
When developing a transition project, the prospect of laying additional tracks should be taken into account.
6.7.3. Crossings of pressure sewer pipelines under roads are designed in accordance with SP 31.13330.
At the same time, in the event of an accident on the pipeline, wastewater should be drained from the case into sewer networks, and in their absence, measures should be taken to prevent them from entering water bodies or onto the terrain (emergency tanks, automatic shutdown of pumps, switching pipeline fittings, etc. ).
6.7.4. In order to maintain the required slope when laying a gravity pipeline, an appropriate concrete block with guide structures should be provided in the case.
6.7.5. It is allowed to use the upper zone of the steel case for placing electric cables or communication cables in the corresponding pipes.
6.7.6. In some cases, after pulling through the pipes, filling the space between the pipes and the case with cement mortar is allowed.
6.7.7. The wall thickness of the steel case should be determined based on the calculation, taking into account the depth, and for cases laid by puncture or punching, taking into account the necessary force developed by the jacks.
6.7.8. Steel cases must be provided with appropriate anti-corrosion insulation of the outer and inner surfaces, as well as sacrificial protection against electrochemical corrosion.

6.8. Outlets and storm drains

6.8.1. Outlets into water bodies should be placed in places with increased flow turbulence (narrows, channels, rapids, etc.).
Depending on the conditions for the discharge of treated wastewater, coastal, channel or dispersal discharges should be taken. When discharging treated wastewater into the seas and reservoirs, it is necessary to provide for deep-sea outlets. It is allowed to release completely treated wastewater by inlet to absorption sites located in the zone of the underflow of the water body.
6.8.2. The locations of releases must be coordinated with the bodies of sanitary and epidemiological supervision and the protection of fish stocks, and in navigable areas - with the fleet management bodies.
6.8.3. Pipelines of channel and deep-water outlets should be designed, as a rule, from steel pipes with reinforced insulation and laid in trenches.
The design of the outlets must be taken into account the requirements of navigation, the modes of wave action levels, as well as geological conditions and channel deformations.
6.8.4. Storm drains should be provided in the form of:
releases with caps in the form of walls with postcards - with unfortified banks;
holes in the retaining wall - in the presence of embankments.
In order to avoid flooding of the territory in the event of periodic rises in the water level in the water body, depending on local conditions, it is necessary to provide special gates.

6.9. Network ventilation

6.9.1. Exhaust ventilation of domestic sewage networks should be provided through the risers of the internal sewerage of buildings. In some cases, with appropriate justification, it is allowed to provide for artificial exhaust ventilation of networks.
6.9.2. Special exhaust devices should be provided in the inlet chambers of the siphons, in manholes in places of a sharp decrease in the flow rate of water in pipes with a diameter of more than 400 mm, in differential wells with a drop height of more than 1 m and a water flow rate of more than 50 l / s, as well as in extinguishing chambers head.
6.9.3. When ventilation emissions are located within sanitary protection zones, residential areas, as well as large crowds of people, measures should be taken to clean them.
6.9.4. For natural exhaust ventilation of outdoor networks that discharge wastewater containing volatile toxic and explosive substances, at each outlet from the building, exhaust risers with a diameter of at least 200 mm should be provided, located in the heated part of the building, while they should have communication with the external chamber of the hydraulic seal and be displayed above the maximum roof height by at least 0.7 m.
6.9.5. Ventilation of sewer channels and collectors of large sections, including those laid in a mountain or shield way, is taken according to special calculations.

6.10. Drain stations

6.10.1. Reception of liquid waste (sewage, slops, etc.) delivered from non-sewered buildings by sewage transport, and their processing before being discharged into the sewer network, should be carried out at drain stations.
6.10.2. Drain stations should be located near sewer collectors with a diameter of at least 400 mm, while the amount of wastewater coming from the drain station should not exceed 20% of the total estimated flow through the collector.
It is prohibited to place drain stations directly on the territory of urban wastewater treatment facilities.
6.10.3. At the discharge station, it is necessary to ensure the reception (unloading) of special vehicles, its washing, dilution of liquid waste to a degree that allows them to be discharged into the sewer network and further to treatment facilities, as well as the retention of large mechanical impurities.
6.10.4. Dilution of liquid waste is provided, as a rule, with tap water through a tank with a jet break.
Water is supplied for washing vehicles in the receiving compartment with hoses during unloading, for dilution in channels and receiving funnels, in grating compartments and when creating a water curtain.

6.11. Snow melting points

6.11.1. It is allowed to install at sewer facilities of snow-melting points that use wastewater heat to melt snow and ice removed from the streets, with the discharge of the resulting melt water into a gravity sewer.
6.11.2. Snow melting points should be designed on the basis of the general scheme of their location, taking into account the proximity of the main areas to be removed from snow, the availability of points for supplying wastewater and removal of melted water, accessibility relative to the road network, ease of access and organization of oncoming traffic of trucks, the possibility of queues during periods after heavy snowfalls. snowfalls, distance from housing, etc.
6.11.3. The composition of the snow melting point should include:
snow melting chambers (one or more);
devices and mechanisms for supplying and crushing snow;
a platform for intermediate storage of snow;
a platform for temporary storage of the extracted waste;
industrial premises.
6.11.4. Imported snow must be crushed before being fed into the snow melting chamber, while separating large heavy inclusions (fragments of the road surface, large stones, tires, etc.). For this purpose it is allowed to use:
special separator-crushers;
gratings through which snow is forced by caterpillar bulldozers.
6.11.5. It is allowed to use one of the following methods of supplying wastewater to melt snow:
selection from gravity sewerage (using a specially created pumping station with submersible pumps);
outlet from the gravity pipeline to the bypass line;
supply from the pressure pipelines of the sewage pumping station.
It is allowed to lay special pressure pipelines to the snow melting point.
6.11.6. When taking wastewater from a gravity sewerage system, it is necessary to calculate the minimum hourly inflow of wastewater, taking no more than 50% for the needs of the snow melting point. When sampling from pressure pipelines, it is necessary to ensure the speed in them after the sampling point, which provides a self-cleaning mode of wastewater movement.
6.11.7. Snow melting chambers are allowed to be located:
above the surface, with pressure supply of waste water into them;
at the level of occurrence of channels from which waste water is discharged into the bypass.
6.11.8. The volume and internal structure of the snow-melting chambers must ensure the melting of the snow supplied to them with the release of settling and floating inclusions from it. The task of the snow melting point is to separate from the melt water inclusions that are not typical for domestic wastewater, in order to avoid the deposition of coarse inclusions in channels and collectors and overloading the gratings with large floating objects. The design of snow melting chambers should ensure the retention of such inclusions with their subsequent unloading and removal.
6.11.9. When calculating the snow melting chamber, it is necessary to determine: the volume of the snow melting zone and the flow rate of waste water supplied for melting (by thermal engineering calculation), the volume of the accumulation zone of settling and floating inclusions, the frequency of cleaning the chamber.
6.11.10. Unloading of the delayed inclusions is recommended to be carried out by grabs. When substantiating, it is allowed to use special mechanical equipment (scrapers, bucket elevators, etc.).
6.11.11. To prevent the release of unpleasant odors, the surface of the snow melting chamber must be covered with removable plates.
6.11.12. The garbage removed from the snow melting chamber should be taken to the waste disposal site.

7. Rain sewer. Estimated rainwater flow

7.1. Conditions for diversion of surface runoff
from residential areas and enterprise sites

7.1.1. Surface runoff from urban areas with a significant load from pollutants should be diverted to treatment facilities, i.e. from industrial zones, high-rise residential areas with heavy traffic of vehicles and pedestrians, major highways, shopping centers, as well as rural settlements. At the same time, the diversion of surface runoff from industrial sites and residential areas through rain sewers should exclude the ingress of household wastewater and industrial waste into it.
7.1.2. With a separate drainage system for surface runoff from residential areas, treatment facilities should, as a rule, be located at the mouth sections of the main rainwater sewer collectors before being released into the water body. Places of wastewater discharge into a water body must be coordinated with the authorities for regulating the use and protection of water, the sanitary and epidemiological service and fish protection.
7.1.3. When establishing the conditions for the organized discharge of surface wastewater into water bodies, the environmental and sanitary requirements for the protection of water bodies in force in the Russian Federation should be taken into account.
7.1.4. If there are centralized or local treatment facilities in the city’s rainwater sewerage system, surface runoff from the territory of enterprises of the first group, upon agreement with the water supply and sewerage authorities (WSS), can be directed to the city’s rainwater network (drain) without prior treatment.
Surface wastewater from the territory of enterprises of the second group, before being discharged into the rain sewer of a settlement, as well as when they are jointly discharged with industrial wastewater, must be subject to mandatory preliminary treatment from specific pollutants at independent treatment facilities.
7.1.5. The possibility of receiving surface wastewater from the territories of enterprises into the municipal sewerage system of cities and towns (for the purpose of joint treatment with household wastewater) is determined by the conditions for receiving wastewater into this system and is considered in each specific case if there is a reserve capacity of treatment facilities.
7.1.6. The systems for discharging surface wastewater from the territories of settlements and industrial sites should take into account the possibility of infiltration and drainage water entering the collector network from associated drains, heating networks, common collectors of underground utilities, as well as unpolluted wastewater from industrial enterprises.
7.1.7. In order to prevent pollution of water bodies by snowmelt runoff in winter from the territories of settlements with a developed network of roads and heavy traffic, it is necessary to provide for the organization of cleaning and removal of snow with deposition to "dry" snow dumps or its discharge into snow melting chambers with subsequent removal of melt water into a sewer net.
7.1.8. The removal of rain and melt water from the roofs of buildings and structures equipped with internal drains should be provided for in the rain sewer without treatment.
7.1.9. The discharge of surface wastewater to treatment facilities and water bodies should be provided, if possible, in a gravity mode along lower areas of the runoff area. Pumping of surface runoff to treatment facilities is allowed in exceptional cases with appropriate justification.
7.1.10. On the territory of settlements and industrial enterprises, closed systems for the disposal of surface wastewater should be provided. Diversion through an open system of drains using various kinds of flumes, ditches, ditches, ravines, streams and small rivers is allowed for residential areas with low-rise individual buildings, villages in rural areas, as well as park areas with the construction of bridges or pipes at intersections with roads. In all other cases, an appropriate justification and agreement with the executive authorities authorized in the field of environmental protection and ensuring sanitary and epidemiological supervision is required.
Discharge for treatment of surface runoff from roads and road service facilities located outside settlements is allowed to be carried out by trays and cuvettes.

7.2. Determination of average annual volumes
surface wastewater

7.2.1. The average annual volume of surface wastewater generated in residential areas and enterprise sites during the period of rainfall, snowmelt and washing of road surfaces is determined by the formula

where, and - the average annual volume of rain, melt and irrigation water, respectively, m3.
7.2.2. The average annual volume of rain and melt water flowing from residential areas and industrial sites is determined by the formulas:

where F is the collector runoff area, ha;
- precipitation layer, mm, for the warm period of the year, determined according to SP 131.13330;
- precipitation layer, mm, for the cold period of the year (determines the total annual amount of melt water), or the water reserve in the snow cover by the beginning of snowmelt, is determined according to SP 131.13330;
and - the overall coefficient of rain and melt water runoff, respectively.
7.2.3. When determining the average annual amount of rainwater flowing from residential areas, the total runoff coefficient for the total runoff area F is calculated as a weighted average of the partial values ​​for runoff areas with different types of surface according to table 7.

Table 7

Runoff coefficient values
for different types of surfaces

┌──────────────────────────────────────────────────┬──────────────────────┐
│ Type of surface or runoff area │ Overall factor │
│ │ drain Psi │
│ │ d │

│Roofs and asphalt concrete pavements │ 0.6 - 0.7 │
├──────────────────────────────────────────────────┼──────────────────────┤
│ Cobblestone or crushed stone pavements │ 0.4 - 0.5 │
├──────────────────────────────────────────────────┼──────────────────────┤
│City quarters without road surfaces, small │ 0.2 - 0.3 │
│ squares, boulevards │ │
├──────────────────────────────────────────────────┼──────────────────────┤
│Lawns │ 0.1 │
├──────────────────────────────────────────────────┼──────────────────────┤
│Quarters with modern buildings │ 0.3 - 0.4 │
├──────────────────────────────────────────────────┼──────────────────────┤
│Medium cities │ 0.3 - 0.4 │
├──────────────────────────────────────────────────┼──────────────────────┤
│Small cities and towns │ 0.25 - 0.3 │
└──────────────────────────────────────────────────┴──────────────────────┘

7.2.4. When determining the average annual volume of rainwater flowing from the territories of industrial enterprises and industries, the value of the total runoff coefficient is found as a weighted average value for the entire runoff area, taking into account the average values ​​of the runoff coefficients for different types of surfaces, which are equal to:
for waterproof coatings - 0.6 - 0.8;
for soil surfaces - 0.2;
for lawns - 0.1.
7.2.5. When determining the average annual volume of melt water, the total runoff coefficient from residential areas and enterprise sites, taking into account snow removal and water losses due to partial absorption by permeable surfaces during thaws, can be taken within 0.5 - 0.7.
7.2.6. The total annual volume of irrigation water, m3, flowing from the runoff area is determined by the formula

where m is the specific water consumption for washing road surfaces (as a rule, 0.2 - 1.5 l/m2 per wash is taken);
k is the average number of washes per year (for central Russia it is about 150);
- area of ​​hard coatings subjected to washing, ha;
- runoff coefficient for irrigation water (taken equal to 0.5).

7.3. Determination of estimated volumes
surface wastewater when discharged for treatment

7.3.1. The volume of rainwater from the calculated rain, m3, discharged to the treatment plant from residential areas and enterprise sites, is determined by the formula

where F - runoff area, ha;
- the maximum layer of precipitation for rain, the runoff from which is subjected to cleaning in full, mm;
- average runoff coefficient for design rain (defined as a weighted average value depending on the constant values ​​of the runoff coefficient for different types of surfaces according to table 14).
7.3.2. For residential areas and industrial enterprises of the first group, the value is taken equal to the daily layer of precipitation from low-intensity, often recurring rains with a period of a single excess of the calculated intensity P = 0.05 - 0.1 year, which for most settlements of the Russian Federation provides acceptance for cleaning of at least 70% of the annual surface runoff.
7.3.3. The initial indicators are:
data of long-term observations of weather stations for precipitation in a particular area (at least 10 - 15 years);
observational data at the nearest representative weather stations.
A meteorological station can be considered representative of the area of ​​flow under consideration if the following conditions are met:
the distance from the station to the catchment area of ​​the object is less than 100 km;
the difference in elevation between the catchment area above sea level and the meteorological station does not exceed 50 m.
7.3.4. In the absence of long-term observation data, the value for residential areas and industrial enterprises of the first group can be taken within 5–10 mm as providing acceptance for treatment of at least 70% of the annual volume of surface runoff for most territories of the Russian Federation.
7.3.5. The maximum daily volume of melt water, m3, in the middle of the snowmelt period, discharged to treatment facilities from residential areas and industrial enterprises, is determined by the formula

where F - runoff area, ha;
- total coefficient of melt water runoff (assumed 0.5 - 0.8);
- a layer of sediments of a given frequency;
a - coefficient taking into account the unevenness of snowmelt, can be taken as a = 0.8;
- the coefficient taking into account snow removal should be approximately equal to:

where is the area of ​​the total territory F cleared of snow (usually from 5 to 15%).

7.4. Determination of the estimated costs of rain and melt water
in rainwater collectors

7.4.1. Rainwater flow rates in rainwater sewer collectors, l/s, that discharge wastewater from residential areas and enterprise sites, should be determined by the method of limiting intensities according to the formula

where A, n are parameters characterizing respectively the intensity and duration of rain for a particular area (determined according to 7.4.2);
- average runoff coefficient, determined in accordance with the guidelines of 7.3.1 as a weighted average value depending on the value for different types of catchment surfaces;
F - estimated runoff area, ha;
- design duration of rain, equal to the duration of the flow of rainwater over the surface and pipes to the design section (determined in accordance with the instructions given in 7.4.5).
Rain water flow for hydraulic calculation of rain networks, l/s, should be determined by the formula

where is the coefficient taking into account the filling of the free capacity of the network at the moment of occurrence of the pressure regime (determined according to table 8).

Table 8

Fill Factor Values
free network capacity at the time of occurrence
pressure mode

Exponent n Beta coefficient
< 0,4 0,8
0,5 0,75
0,6 0,7
0,7 0,65
Notes. 1. With terrain slopes of 0.01 - 0.03, the indicated values
the beta coefficient should be increased by 10 - 15%, with terrain slopes
over 0.03 - take equal to one.
2. If the total number of lots on the rain collector or on the lot
wastewater inflow is less than 10, then the beta value for all slopes
it is allowed to reduce by 10% with the number of sections 4 - 10, and by 15% - with
number of sites less than 4.

7.4.2. Parameters A and n are determined based on the results of processing long-term records of recording rain gauges of local meteorological stations or according to the data of territorial departments of the Hydrometeorological Service. In the absence of processed data, parameter A can be determined by the formula

where is the intensity of rain for a given area with a duration of 20 minutes at P = 1 year (determined according to Figure B.1);
n is the exponent determined from table 9;
- the average amount of rain per year, taken according to table 9;
P - rainfall, years;
y - exponent, taken according to table 9.

Table 9

Parameter values ​​n, y to determine
estimated flow rates in storm sewer collectors

┌─────────────────────────────────────────────────┬────────────┬─────┬────┐
│ District │ Value n │ m │ y │
│ │ at │ r │ │
│ ├──────┬─────┤ │ │
│ │P >= 1│P< 1│ │ │

│Coast of the White and Barents Seas │ 0.4 │0.35 │ 130 │1.33│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│North of the European part of Russia and Western Siberia │ 0.62 │0.48 │ 120 │1.33│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Plain areas of the west and center of the European │ 0.71 │0.59 │ 150 │1.33│
│parts of Russia │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Highlands of the European part of Russia, western │ 0.71 │0.59 │ 150 │1.54│
│slope of the Urals │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Lower Volga and Don │ 0.67 │0.57 │ 60 │1.82│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Lower Volga region │ 0.65 │0.66 │ 50 │ 2 │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Windward slopes of European uplands │ 0.7 │0.66 │ 70 │1.54│
│ parts of Russia and Northern Ciscaucasia │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Stavropol Upland, northern foothills │ 0.63 │0.56 │ 100 │1.82│
│ Greater Caucasus, northern slope of the Greater Caucasus │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Southern part of Western Siberia │ 0.72 │0.58 │ 80 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Altai │ 0.61 │0.48 │ 140 │1.33│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│North slope of the Western Sayan │ 0.49 │0.33 │ 100 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Central Siberia │ 0.69 │0.47 │ 130 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Hamar-Daban ridge │ 0.48 │0.36 │ 130 │1.82│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Eastern Siberia │ 0.6 │0.52 │ 90 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Basins of the Shilka and Argun rivers, valley │ 0.65 │0.54 │ 100 │1.54│
│r. Middle Amur │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Basins of the rivers of the Sea of ​​Okhotsk and Kolyma, northern │ 0.36 │0.48 │ 100 │1.54│
│part of the Lower Amur lowland │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Coast of the Sea of ​​Okhotsk, Bering river basins │ 0.36 │0.31 │ 80 │1.54│
│ seas, central and western parts of Kamchatka │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│East coast of Kamchatka south of 56°N │ 0.28 │0.26 │ 110 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Coast of the Tatar Strait │ 0.35 │0.28 │ 110 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Area about. Khanka │ 0.65 │0.57 │ 90 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│River basins of the Sea of ​​Japan, about. Sakhalin, │ 0.45 │0.44 │ 110 │1.54│
│Kuril Islands │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Dagestan │ 0.57 │0.52 │ 100 │1.54│
└─────────────────────────────────────────────────┴──────┴─────┴─────┴────┘

7.4.3. The period of a single excess of the calculated intensity of rain must be selected depending on the nature of the sewage facility, the conditions for the location of the collector, taking into account the consequences that may be caused by rainfall exceeding the calculated ones, and taken from tables 10 and 11 or determined by calculation depending on the conditions of the location of the collector, intensity rainfall, catchment area and runoff coefficient for the exceedance limit period.

Table 10

Period of a single excess of the calculated intensity
rain depending on the value

┌────────────────────────────────────┬────────────────────────────────────┐
│ Conditions for the location of collectors │ Single excess period │
│ │ calculated rain intensity P, │
│ │ years, for settlements │
│ │ at the value of q │
│ │ 20 │
├──────────────────┬─────────────────┼──────────┬────────┬────────┬───────┤
│ On driveways │On highways │< 60 │60 - 80 │80 - 120│ > 120 │
│local value │ streets │ │ │ │ │

│Favorable │Favorable │0.33 - 0.5│0.33 - 1│0.5 - 1 │ 1 - 2 │
│and average │ │ │ │ │ │
├──────────────────┼─────────────────┼──────────┼────────┼────────┼───────┤
│Unfavorable │Average │ 0.5 - 1 │1 - 1.5 │ 1 - 2 │ 2 - 3 │
├──────────────────┼─────────────────┼──────────┼────────┼────────┼───────┤
│Especially │Unfavorable │ 2 - 3 │ 2 - 3 │ 3 - 5 │ 5 - 10│
│ unfavorable │ │ │ │ │ │
├──────────────────┼─────────────────┼──────────┼────────┼────────┼───────┤
│Special │Special │ 3 - 5 │ 3 - 5 │ 5 - 10 │10 - 20│
│ unfavorable │ unfavorable │ │ │ │ │
├──────────────────┴─────────────────┴──────────┴────────┴────────┴───────┤
│ Notes. 1. Favorable conditions for the location of collectors:│
│the pool with an area of ​​no more than 150 hectares has a flat relief with an average slope│
│surface 0.005 or less; the collector passes through the watershed or│
│ in the upper part of the slope at a distance from the watershed no more than 400 m. │
│ 2. Average conditions for the location of collectors: a pool with an area of ​​more than │
│150 ha has a flat relief with a slope of 0.005 m or less; the collector passes
│ in the lower part of the slope along the thalweg with a slope of 0.02 m or less, at │
The area of ​​the basin does not exceed 150 hectares. │
│ 3. Unfavorable conditions for the location of collectors: collector │
│passes in the lower part of the slope, the basin area exceeds 150 hectares;│
│the collector passes through a thalweg with steep slopes at an average level│
│ slopes over 0.02. │
│ 4. Particularly unfavorable conditions for the location of collectors: collector │
│ removes water from a closed low place (hollow). │

Table 11

Period of a single excess of the calculated intensity
rain for the territory of industrial enterprises
at values

┌──────────────────────────────────────┬──────────────────────────────────┐
│ Short-term result │ Single excess period │
│ network overflow │ calculated rain intensity P, │
│ │years, for the territory of industrial │
│ │ enterprises with values ​​q │
│ │ 20 │
│ ├───────────┬──────────┬───────────┤
│ │ Up to 70 │ 70 - 100 │ Over 100 │

│Technological processes of the enterprise │0.33 - 0.5 │ 0.5 - 1 │ 2 │
│ are not violated │ │ │ │
├──────────────────────────────────────┼───────────┼──────────┼───────────┤
│Technological processes of the enterprise │ 0.5 - 1 │ 1 - 2 │ 3 - 5 │
│ violated │ │ │ │
├──────────────────────────────────────┴───────────┴──────────┴───────────┤
│ Notes. 1. For enterprises located in a closed basin,│
│the period of a single excess of the calculated rain intensity follows│
│determine by calculation or take equal to at least 5 years. │
│ 2. For enterprises whose surface runoff may be polluted│
│specific pollution with toxic properties or organic│
│substances that cause high COD and BOD values│
│(i.e. enterprises of the second group), single excess period│
│calculated rain intensity should be taken taking into account environmental│
│the consequences of flooding for at least 1 year. │
└─────────────────────────────────────────────────────────────────────────┘

When designing rainwater drainage for special structures (metro, railway stations, underpasses), as well as for dry areas, where values ​​are less than 50 l / s (from 1 ha), at P = 1, the period of a single excess of the design intensity should be determined only by calculation taking into account the limiting period for exceeding the design rain intensity specified in Table 10. In this case, the periods of a single excess of the design rain intensity, determined by calculation, should not be less than those indicated in Tables 11 and 12.

Table 12

Limit period for exceeding rain intensity
depending on the location of the collector

The character of the pool
serviced
collector Limiting period of exceeding the intensity
rainfall P, years, depending on conditions
collector location
good-
pleasant average unfavorable
especially pleasant
unfavorable
pleasant
Territory of quarters
and driveways of the local
values ​​10 10 25 50
Main streets 10 25 50 100

When planning the construction of external sewerage, the requirements that are determined by SNiP should be observed. In particular, the correct distance from the building to the sewer well must be maintained. The necessary information can be searched for a very long time, given the volume of regulatory documentation and the difficulty of reading it for an ordinary person. To simplify the search and save time, below are only the data that you should rely on when choosing a location for placing sewer facilities in a private area.

The choice of the optimal location depends not only on the nature of the internal buildings, but also on the type of sewer facility. It is especially important to correctly locate the facilities intended for wastewater treatment, which can be conditionally divided into accumulative (with a sealed bottom) and filtration (without a bottom).

The position of sewer facilities on the site is regulated by SNiP

Cumulative

The minimum distance from the house to the storage type sewer well is 3 m. This is the necessary distance at which the construction of a treatment plant will not have a devastating effect on the foundation of the building. In this case, the maximum distance to the first well should not exceed 12 m. A more remote location can lead to frequent blockages and complicate the maintenance of the pipeline.

When choosing a place for the location of a treatment plant, one should also take into account its volume. If the capacity does not exceed 1 m³, then the object can be placed at the minimum possible distance from the house. With an increase in volume, it is desirable to proportionally increase the distance.

The location of storage septic tanks relative to a residential building

As for the roadway and the neighboring fence, in this case the same requirements are imposed as for a residential building - a distance of at least 3 m. But the location relative to outbuildings has not so strict criteria. The main thing here is to maintain a distance of 1 m.

Filtration

If the sewage treatment plant does not provide for a sealed bottom, that is, the effluents after preliminary filtration are discharged into the ground, then the distance between the sewer well and the building must be increased to 10-12 m. This arrangement will not allow to provoke the destruction of the foundation from high soil moisture.

In the case of domestic wastewater treatment, in addition to protecting the foundations of buildings, sanitary standards should be followed. To prevent contamination of the drinking water source, the filtration well is located 50 m from it. The minimum possible distance to the nearest reservoir is 30 m.

The layout of the point of wastewater discharge into the ground

Distance between sewer wells

In addition to storage and filtration structures, there are other types of wells that are used for installation and maintenance of external sewage. Among them:

• viewing;
• rotary;
• differential.

Since such devices are not designed to accumulate wastewater, they do not pose a danger to the foundations of buildings and natural objects. In this case, these structures must be correctly positioned relative to each other.

Lookouts

Such designs are intended for the revision and maintenance of sewers. They are used in complex outdoor networks with a large length of the pipeline. According to SNiP, the distance between manholes depends on the size of the pipe. There are the following standards:

• Ø110 mm - 15 m;
• Ø150 mm - 35 m;
• Ø200-450 mm - 50 m;
• Ø500-600 mm - 75 m.

In domestic systems, pipes with a diameter of more than 150 mm are rarely used. Usually, a diameter of 100-110 mm is sufficient for arranging external sewage. Accordingly, in this case, it is necessary to mount an observation structure every 15 m. Although for straight sections it is allowed to increase the interval by several meters.

Swivel

Rotary devices perform the same function as viewing devices. The distance between them is not regulated, since they are located in strictly allotted places - on the bend of the pipeline, the angle of which exceeds 45 °. These points are most prone to blockages, therefore, in these places it is necessary to have access for cleaning activities.

The distance between the turning wells of domestic and storm sewers depends on the design of the network. However, if there is a long straight line segment between the turns, a viewing point is additionally set at this interval.

Large pipeline bends should be equipped with swivel structures

Variable

If it is necessary to install a sewer network on a slope, drop structures are used. Such wells are designed to normalize the flow rate of the liquid, since too much movement of drains can lead to blockages.

The distance between such structures depends on the specifics of the relief and is individual for each area. In this case, some technical nuances should be taken into account:

• the height of the drop should not be more than 3 m;
• to reduce the flow rate, damping baffles can be additionally installed;
• with a drop of less than 0.5 m and a pipeline diameter of 600 mm, it is allowed to replace the drop well with a viewing structure with a drain.

Slope sewer installation scheme

If the correct distances between sewerage wells and other objects are observed in accordance with SNiP, you will not have problems with either supervisory authorities or neighbors. At the same time, it is better to plan a complex system together with specialists in order to prevent technical errors and inconsistencies that can lead to unpleasant consequences.

The independence of your own home in providing water and disposing of waste is a priority for every owner. But during the construction of these structures, it is important to know how many meters will be the minimum distance from the well to the well when constructing an artesian working and a septic tank, so as not to create an environmental problem on the site and one's own health.

When starting the construction of water supply and sewerage structures for your home, you need to familiarize yourself with the technical conditions and SNiP. The successful implementation of the project depends on the quality of the preparatory work, which includes:

1) Drawing up a plan of the site with the exact parameters of the buildings and indicating the distance between the objects, the fence of the site and the buildings.

2) Determination of a place for the construction of a drinking source:

• the distance from the drinking well to the sewerage system should not be less than the standard (20 m);
• when choosing a location for a water source, the quality of the aquifer is taken into account, which is studied by preliminary drilling of a well.

3) Determination of a place for a local treatment plant.

We focus on the standard 5-7 m from the house. This interval was adopted based on the possible negative consequences:

• at a greater distance of the structure from the building, when it is necessary to maintain a minimum distance to the well, it is possible that the blockage is difficult to eliminate. If the interval is increased, it will be necessary to mount an additional viewing chamber;
• location closer than 5 m and possible depressurization of the septic tank - there is a possibility of undermining the foundation of the building and the penetration of smell from sewage into the room;
• in addition to the norm of the gap from the buildings, the entrance to the facility of a sewage truck is taken into account for the periodic pumping of accumulated effluents.

4) Determining the installation locations of the water and sewer chambers in the SNT:

• when connected to a water conduit, the remoteness of the manhole from the sewer must be at least 5 m. And the observation water chamber can be 3–5 m from the house;
• the gap from the drain chamber to the external conduit should be 3–5 m, so that in the event of a depressurization of the septic tank or pressure sewer pipe, toxic effluents do not enter the inspection shaft of the water main.

5) In addition to household, it is arranged to collect rainwater in a separate chamber. The space between the clean shaft and the pipes should be maintained similarly to domestic sewers.

When starting to build a house and other buildings on the site, you need to start with a source of water supply, since the rules for restricting construction to a sanitary zone will make it difficult to choose a place for a septic tank.

The SNiP standard states thatthe distance betweendrinkingwellsin neighboring areas at the same depth - at least 50 meters. Such a norm is due to the fact that, in case of possible contamination of one of the workings through the aquifer, infection is prevented in another. If the aquifers in the mines are in different horizons, the distance can be reduced to 30 meters.

SNiP and rules for the location of sources in SNT

The norms of SNiP for the territories of non-profit associations define the gap between the water conduit and the centralized sewerage system, which is 3–5 m.

1. Inspection cameras along the conduit route are installed at a distance of 50 m from each other, and the wells connecting the home network with the central one are placed 5 m from the house.
2. The maximum distance between sewer wells for inspection and elimination of blockages, equipped with plastic manholes with a pipe diameter of 200–450 mm, is limited to 50 m. The gap between the chamber connecting the network with the internal sewerage of the house and the building is set at least 5 m.

Between neighbors

The interval should be at least 20 meters, and the distance between adjacent water shafts located at the same depth should be 50 m. These parameters must be observed regardless of the location of the fence that delimits the territories.

From a mine with water and sewerage to a fence

It is regulated by a conditional restriction of the distance from the fence, which must be at least 2 m.

From the fence, the water source is arranged no closer than 5 meters for ease of maintenance. But this is provided that the neighbors behind the fence do not have objects to which the norms of SNiP apply.

Standard from sewer to sewer chamber

The distance between the sewer shafts during the installation of the collector depends on the diameter of the pipes and the topography of the soil. On a straight section with a pipe diameter of 100 mm, the distance between the viewing chambers is no more than 15 m.

With a pipe diameter of 150 mm, the interval between the chambers can be 35 meters. These standards ensure stable operation of the collector, preventing clogging. An increase in the volume of wastewater will require pipes of a larger diameter, and inspection shafts can be installed from each other up to 50 m.

From the well to the cesspool and toilet

And here the first disagreement lies in wait, in one source it is said from 5 m, in the other from 15 m to the cesspool.

From the toilet enough 8 m.

To the gas pipeline

According to clause 4.9 of SP 42-101-2003 “The distance from the gas pipeline to the outer walls of wells and chambers of other underground engineering networks should be taken at least 0.3 m (in the light) subject to the requirements for laying gas pipelines in cramped conditions in areas , where the clear distance from the gas pipeline to wells and chambers of other underground engineering networks is less than the standard distance for this communication.

From drinking to sewer

The SNiP and specifications provide for a 50-meter protective zone for the water source, in which the filtering capacity of the earth is sufficient to keep the water layer clean. But the minimum and the water shaft is limited to 20 m.

The location of the septic tank in the lower part of the terrain also insures against contamination of the aquifer in case of emergency depressurization of the waste disposal site.

When building a drinking source and a septic tank on the site, there should be no compromise to reduce the gap between objects.

From the foundation of the house and buildings

This SNiP is not regulated, but it is recommended during the construction of a well to take into account the influence of the aquifer on a shallow foundation. Water from a source located close to the building can undermine the foundation of the house and break the strength of the structure.

It is customary to remove the shaft from the building by 5–10 m for the convenience of delivering water, a room for livestock and poultry - at least 20 m, a bathhouse - from 12 m.

Up the road

From highways and areas with heavy traffic, it is required to place the source no closer than 30 m.

Penalties for violating regulations

The owner of the site, depending on the damage caused to nature, which led to the contamination of groundwater, may be punished:

• fined 80 thousand rubles;
• involved in correctional labor - up to 2 years;
• in case of consequences affecting people's health - imprisonment for up to 3 months.

In case of violation of the operation of treatment facilities that led to contamination of the aquifer with subsequent harm to human health, the perpetrator will be punished:

• in the form of a fine in the amount of 200 thousand rubles;
• damage to health requiring long-term rehabilitation - the term of imprisonment will be 2 years.

In order not to harm nature, family and neighbors, to protect yourself from punishment, equipping the site, you must follow the rules for placing objects.

Useful video
Expert reasoning:

How not to install:

Wells play an important role in the operation of the sewer system. This is a necessary structure, without which the system will not function properly, or even completely clog. Sewer wells are not randomly located on the track, but have their own place. And each of them does their job. The number of installation of wells depends on the length of the route, turns, drops, as well as the diameter of the sewer pipes. The existing SNiP document clearly indicates the device, purpose, as well as the distance between the sewer wells. Let's take a closer look at all types of sewer wells, their purpose and their installation locations.

Inspection sewer wells

This type of wells serves to inspect and control the sewer system. They also clean the pipeline in case of blockage. Inspection wells are installed on a long straight pipeline, bends, at the points of connection of the side sleeves, as well as at the point of change in the diameter of the pipe or its slope. The distance between installed wells for pipes of different diameters is calculated, guided by the SNiP document. On a straight line with a pipe diameter of 150 mm, the distance between the wells should be 35 m. For pipes from 200 mm to 450 mm, the distance will be 50 m. There is probably no point in listing larger pipe diameters. They are mainly used in central sewer systems, with a large volume of wastewater. As you understand, with an increase in the diameter of the pipe, the distance between the manholes increases. This is because a larger diameter pipe is less likely to clog. There are cases when the distance can be increased up to 50 meters on a flat track with the same pipe diameter and without side arms. In everyday life in summer cottages and private courtyards, PVC pipes with a diameter of 110 mm are used for sewerage. On such networks, the distance between the wells can be reduced to 15 meters.

Rotary sewer wells

This type of well performs the same functions as a viewing well. Has the same device. And it got its name due to the fact that it is installed at the turn of the highway. Every turn or bend in a pipeline can become a blockage point. In order to have access to clean this section of the sewer, wells are installed at all turns and bends without exception. If the rectilinear distance between the rotary wells is large, then additional manholes are installed in this area.

Overflowing sewer wells

This type of well is installed in problem areas of the sewer, where it is impossible to maintain the correct slope of the pipeline. Take, for example, a large slope. In such a place, the correct slope of the pipeline cannot be maintained. And this entails a quick discharge of wastewater, which will not have time to take solid accumulations with them, and the pipe will clog over time. Therefore, in such places, overflow wells are installed according to a stepped system. The distance between such wells is determined individually and depends on the slope, but the difference should not be more than 3 m. If the sewer has a pipe diameter of up to 600 mm and the difference is less than 50 cm, it is possible to replace the overflow well with a viewing well equipped with a drain.

At the end of the sewer system, the so-called final well is necessarily installed. This is the place where all wastewater from the sewer is drained. It can be both filtering and accumulative. But the bottom line is that in front of this well or in front of a tie-in to the city highway, a control well is installed at a distance of 1.5 m.

Distance from the building

At the exit from the building of the sewer system, the first well is necessarily installed. According to the norms, it should be located at least 3 m from the wall of the building in the direction of the flow, but not more than 12 m. Basically, the length of the outlet of the manhole from the wall of the building should not be more than 8 m. If this distance cannot be maintained, then an additional well.

When building a sewer, maintaining a distance between wells, do not neglect sanitary standards. Remember that in addition to the correct distance between them, the distance of the well from the reservoir, drinking spring, garden plantings must be maintained. The distance to the water well depends on the material of the pipe from which the water supply is made. But in any case, at least 5 m. If it is a drain well, then it is located at least 10 m from the water supply.

As you understand, any sewer, built according to all the rules and regulations, eventually requires cleaning and maintenance. Therefore, so that you do not have to open the entire network when the pipes become clogged, install the wells correctly. Having withstood all distances in accordance with established standards, you can always get to the problematic section of the pipeline and carry out an audit.

In the absence of centralized water supply, the sources of water are underground interstratal waters. For free access to water, a mine well is usually arranged on the site. Subject to technology, it gives good water, durable and easy to operate. One of the important conditions for the correct placement of a water source on the site is to maintain the optimal distance from the well to the septic tank, other wells and other structures.

Proper location of the well on the site is a difficult engineering task, which is underestimated by inexperienced owners of country houses. In order for the operation of water supply and sewerage systems to be trouble-free, it is necessary to understand even before the start of work that there are norms and rules, non-compliance with which will lead to problems in the future.

Placement and Depth Selection

When building a well, you need to determine its estimated depth and the number of rings. If the site is new, and construction has not yet begun, the search for water should begin with an examination of the sources used by the neighbors.

How to find the right location for a well

To find, you need to find out the following information:

• The depth of wells and wells in neighboring areas;
• Volumes of water loss;
• terms of use;
• Features of operation.

In the absence of neighbors, the task becomes more complicated. Then it is recommended to use one of the methods for determining the source of water. The most popular of them:

• dowsing;
• Hydrogeological indications;
• Local displays of water.

None of them will give a 100% guarantee of the reliability of the data. However, you should know that it can be carried out at a certain distance from water sources in neighboring areas. Otherwise, the water from them may simply go into the newly formed wells. In addition, this method is quite expensive and is more suitable for undeveloped areas.

Criteria for choosing a site on the site

Careful choice of location is a prerequisite for creating a reliable and high-quality source of water supply. This approach will eliminate the risk of receiving water that does not meet sanitary standards. When choosing a place, they are guided by such criteria as:

• Convenient location on the site;
• Distance between wells and objects of use;
• Distance from pollution sources.

What you need to know about the distance of the well to the foundation

The problem of the location of the well on the site is especially relevant for owners of small plots. The building should be as comfortable as possible. To do this, it is positioned so that it is possible without much effort to organize the supply of water to such buildings on the site as a house or a bathhouse, as well as to a garden. Usually, the highest place on the site is chosen for the well; cesspools of neighbors should not be allowed to be located above it in relief.

You will find out what a pumping station for a well is.

In addition, the influence of the mine on the neighboring building should be taken into account. For the well, choose a place closer to the house. This is due to the peculiarities of the organization of water supply: supplying water to a house over long distances is an expensive pleasure. Wells can be built even inside the house. Usually, at the same time, a shaft for a well is first arranged, and then a foundation pit is dug. In this case, the type of soil and the topographic conditions of the site should be taken into account.

Another thing is when the house is already ready, and the well is only in the plans. Houses on shallow foundations may suffer from the proximity of well shafts. It is not necessary to arrange wells in the immediate vicinity of such buildings. Particularly dangerous in this regard are shallow strip foundations on clay. Here it is worth considering the depth of the well. More trouble for buildings are fraught with shallow mines. Water can wash away the foundation.

Wells can be located at a distance of at least 3 m from the foundations of buildings. This norm is spelled out in SNiP 30-02-97.

The minimum distance to buildings for keeping animals is 4 m, to other buildings - 1 m, to trees - 4 m, to shrubs - 1 m.

What should be the distance between wells

The device of a local water supply system on the site should be carried out in accordance with the project. If it clearly states how many and what structures will be required for the system, then many questions disappear by themselves. The documentation should also include data on the exact distances from the well to the well.

Water well drilling technology is described.

Owners of country houses often build a water supply system with their own hands, while the project is not drawn up. Therefore, we need instructions that will tell you how to calculate the location of the wells.

When creating a home water supply, one well is not enough; additional tanks are needed. They are necessary for network maintenance, as well as troubleshooting.

The number of shafts and tanks depends on:

• Distances of the well to the foundation of the house;
• The presence on the site of other buildings, pipelines and other structures;
• The complexity of the relief, taking into account the differences in height.

Plumbing device with a well near the house

The best and easiest option is one manhole. It is suitable for areas where the drinking well is as close as possible to the house. It is located at the entrance of the pipeline to the building.

How to choose a pump for a well will tell you.

Calculations are made taking into account the fact that the external piping is performed 20 cm from the wall. If the diameter of the well is 1 meter, then the distance from its axis to the wall will be at least 70 cm.

Plumbing device with a well remote from the house

The situation becomes more complicated when the source of drinking water is significantly distant from the house. In this case, the construction of several observation tanks will be required. The maximum distance between the wells of the water supply is 15 m. For sewer inspection structures, this norm does not differ.

Check out the dimensions of concrete rings for wells.

If necessary, change the direction of the pipeline, build a rotary well. The connection of all nodes should be as accurate as possible. In these places blockages occur more often than others.

In areas with height differences, it is necessary to change the depth of the pipes. To do this, build a differential structure. The entire plumbing system is laid at an angle to the well.

Distances from this structure to other components of the water supply system are regulated solely by the features of the site relief. To optimize maintenance costs and save money on the device, both auxiliary structures can be combined with manholes.

Sewer

In order for the water supply to fulfill its function, it is necessary to observe the distances from the sources of pollution to the well with drinking water and between the elements of the sewer system of the site. These norms are spelled out in SNiP 2.04.03-85. At the same time, structures are taken into account not only on their own site, but also on neighboring ones.

Distance between sewerage and septic tank

Water structures should be built at the maximum distance from landfills, industrial facilities, septic tanks, collectors and other sources of pollution. The minimum distance from the source of drinking water to wells with drains and cesspools is 50 m, buildings for livestock farms is 30 m. The distance from the septic tank to residential premises is 7 m.

Types of sewer wells and distances between them

The device of the sewerage in a country house is a simple matter. And it is quite within the power of any craftsman. The simplest system consists of a septic tank and a pipeline. All pipes and pits require constant monitoring, therefore, additional sewer wells are being built. They, as well as in the plumbing system, are divided into the following types:

• Lookouts;
• Swivel;
• Nodal.

The principles of their device practically do not differ from water wells. The minimum distance between such technical structures is 15 m. If the system is limited to one pipe, then the distance can increase up to 50 m.

It is possible that you will need information about.

Before starting work, you need to think carefully about the wiring diagram and the installation location of the wells. Having a ready-made plan will reduce the cost of sewerage and water supply on the site.

On the video - an example of incorrect placement of the well:

To minimize the risk of getting poor quality water, you need to carefully select a place to create an autonomous source of water supply. A well is a capital structure, it is arranged for a long time. If it fails, it is almost impossible to move it to another place. And non-compliance with the norms regarding the distance of communications to other objects on the site can lead to failure of the entire water supply and sewerage system.