Minimum distance between the outer walls of sewer wells. What should be the distance between sewer wells? Choosing placement and determining depth

To install a well on a site, it is not enough to simply find a place with an accessible level of aquifer. The fact is that there are a number of other requirements for the location of the water supply source, and if they are not met, the water will simply be unsuitable for use for food purposes.

Sanitary requirements

First of all, it should be said that the choice of location for a well must necessarily be made with the participation of a representative of the state sanitary-epidemiological station or sanitary inspection. You can also invite a doctor assigned to a given area for these purposes.

However, you can first find the most suitable place yourself.

According to SanPiN 2.1.4.544-96:

• The source must be located in an uncontaminated area located at a distance of at least 50 meters (upstream of the aquifer) from existing or possible pollutants, for example, the distance from the cesspool to the well must be at least 50 m.
• The place should not be swampy or flooded. It is also prohibited to install water supply sources in places that are subject to landslides and other types of deformation.
• The source should not be located closer than 30 meters from heavily trafficked roads and highways.
• It is not advisable to locate the source on slopes, on river banks or near ravines, because Untreated river or groundwater will inevitably penetrate into it.

Pay attention!
If a possible source of pollution is located higher than the well according to the terrain, then the distance between them should be at least 80 meters, and in some cases 150 meters.
This point should be taken into account if neighboring areas are located higher in the relief, since the distance between cesspool and the well should no longer be 50, but 100 meters.

What are the sources of pollution?

Sources of pollution include a number of objects:

• Cesspools and pits;
• Burial places for animals and people;
• Warehouses for pesticides and fertilizers;
• Industrial enterprises;
• Sewage facilities
• Landfills, etc.

It follows that when choosing a location, you need to focus on the distance from the well to the toilet, as well as the distance from other objects of pollution in your own and neighboring areas. This is due to the fact that undesirable elements will penetrate into the water, as a result it can cause damage to health.

Distance between two wells

The minimum distance between water wells according to SNiP must also be at least 50 meters, since the well is a potential pollutant. This is due to the fact that contaminants can get into it from above or through leaky walls.

The minimum distance between wells that extract water from different aquifers, can be reduced to 30 meters. However, such cases are rare; as a rule, sources in neighboring areas are made at the same depth.

Distance to residential buildings

As for the distance from the house, there are no restrictions; however, the distance from the well to the foundation must be such that construction equipment can arrive when constructing it.

In addition, when the distance from the well to the house exceeds 100 meters, the source becomes not very convenient to use. This is especially true in cases where water has to be collected manually.

Advice!
It should be borne in mind that in the process of constructing a structure located close to the building, its foundation may be damaged.
Therefore, it is desirable that the distance from the house to the well is still safe.

Requirements for the structure

So, you have decided on the choice of location, and the distance between the water supply wells and other sources of pollution has been correctly selected. But this is not enough to ensure that the water supply source is always filled with clean drinking water.

Therefore, it is necessary to familiarize yourself with the requirements for the well design itself, especially if you are going to do it yourself.

They consist of several points:

• The column must have a head (above-ground part), which protects the shaft from clogging, and also serves as a fence for it and allows water intake. The height of the head is at least 0.7 meters.
• The head should either have a reinforced concrete floor with a hatch. The top should be covered with a canopy or a “house” should be arranged.
• Along the perimeter of the head, if the distance from the well to the building allows, it is necessary to make a “castle” of carefully compacted clay 2 meters deep and 1 meter wide. In addition, you need to make a blind area of ​​concrete or asphalt, with a diameter of 2 meters, always with a slight slope.
• A fence should be built around the column and a bench for buckets should be built.
• The walls of the shaft must well isolate the structure from the penetration of overhead water and surface runoff. It is best to use concrete which is sealed with a solution, as required by the instructions.
• The water intake part of the mine, designed for accumulation and inflow groundwater, need to be buried in the aquifer. For better water flow, the lower walls should have holes.
• To prevent the soil from bulging out with rising currents and the appearance of turbidity in the water, a return filter should be placed at the bottom.
• To descend into the shaft, when performing repairs and cleaning the source, cast iron brackets should be installed, located in a checkerboard pattern at a distance of 30 cm from each other.

These are, perhaps, all the rules that you need to know before installing a water supply source.

In the photo - drainage around the column

Advice!
Before use, the water must be completely pumped out twice.
Before using it for food purposes, it is advisable to perform chemical and bacteriological analysis in a specialized laboratory.
However, keep in mind that the price for these services is quite high.

Conclusion

All of the above requirements must be strictly observed. This is the only way to ensure that the well is filled with water suitable for drinking. Otherwise, all construction costs will be in vain, or even worse - the water from it will harm your health or the health of your family members.

For more information on this topic, watch the video in this article.

Details 12/29/2011 13:10

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6.3. Manholes

6.3.1. Inspection wells on gravity sewer networks of all systems should be provided with:
at connection points;
in places where the direction, slopes and diameters of pipelines change;
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.
Dimensions in terms of wells or chambers on sewer networks 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 - 1000 mm - 1500 mm, from 1200 mm and more - 2000 mm.
Notes 1. The dimensions in terms of wells at turns must be determined from the conditions for placing turn trays in them.
2. On pipelines with a diameter of no more than 150 mm and a laying depth of up to 1.2 m, the construction of wells with a diameter of 600 mm is allowed. Such wells are intended only for introducing cleaning devices without lowering people 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 located at the level of 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 over 2000 mm, it is allowed to arrange the working platform on consoles, while the size of the open part of the tray should be at least 2000 x 2000 mm.
6.3.4. The working part of the wells should include:
installation hanging stairs for descending into a well (portable and stationary);
fencing of the working platform with a height of 1000 mm.
6.3.5. Dimensions in terms of rainwater drainage wells should be taken for 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 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 or more, working parts are not provided.
Manhole tray shelves 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 wells on sewer networks of all systems should, as a rule, have a diameter of at least 700 mm.
The dimensions of the neck and working part of 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 devices for cleaning the network.
6.3.7. The installation of hatches must be provided at the same level with the surface of the roadway with an improved coating; 50 - 70 mm above the ground surface in the green zone, and 200 mm in undeveloped areas. If necessary, hatches with locking devices should be provided. The design must provide operating conditions taking into account loads from vehicles, safe entry and exit of personnel.
6.3.8. If there is 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. Differences in height up to 3 m on pipelines with a diameter of 600 mm or more should be taken in the form of weirs of a practical profile.
Differences in height up to 6 m on pipelines with a diameter of up to 500 mm inclusive should be carried out in wells in the form of a riser or vertical spreading walls, at a specific flow rate waste water for 1 linear m of the wall width or the circumference of the riser section is not more than 0.3 m3/s.
It is necessary to provide a receiving funnel above the riser, and a water pit with a metal plate at the base under the riser.
For risers with a diameter of up to 300 mm, it is allowed to install a guide bend instead of a water trough.
Note. On pipelines with a diameter of up to 600 mm, differences in height up to 0.5 m can be performed without installing a differential well by draining into an inspection well.

6.4.2. On rainwater sewer collectors, with a drop height of up to 1 m, it is allowed to provide drop-off wells of a spillway type, with a drop height of 1 - 3 m - a water trench type with one lattice of water trough beams (slabs), for a drop height of 3 - 4 m - with two water trough grates.

6.5. Storm water inlets

6.5.1. Storm water inlets should be provided with:
in the gutters of streets with a longitudinal slope - on long sections of descents, at intersections and pedestrian crossings from the side of the influx of surface water;
in low-lying areas that do not have free flow of surface water - with a sawtooth profile of street gutters, at the end of long sections of descents in courtyards and parks.
In low areas, along with storm inlets that have gratings in the plane of the roadway (horizontal), it is allowed to use storm inlets with an opening in the plane of the curb stone (vertical) and a combined type with horizontal and vertical gratings.
In gutters of streets with a longitudinal slope, it is not recommended to use vertical and combined types of rainwater inlets.
6.5.2. The distances between storm 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 storm inlet (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 gutter in front of the grate does not exceed 2 m (in case of rain of the calculated intensity).
If the street width is up to 30 m and there is no influx of rainwater from the territory of the blocks, the distance between storm water inlets can be taken according to Table 6.

Table 6

The largest distances between rainwater inlets

Street slope Largest distances between rainwater 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

If the street width is more than 30 m, the distance between storm water inlets is no more than 60 m.
6.5.3. The length of the connection from the storm inlet to the inspection well on the collector should be no more than 40 m, and no more than one intermediate storm inlet can be installed. The connection diameter is determined according to the calculated 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 to the rainwater inlet drainpipes buildings and drainage networks.
6.5.5. The connection of the ditch (trough) 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 no more than 50 mm, the diameter of the connecting pipeline - according to calculation, but not less than 250 mm.

6.6. Dukers

6.6.1. Projects for siphons across water bodies used for domestic drinking water supply and fishery purposes must be coordinated with the sanitary and epidemiological supervision and fisheries protection authorities, navigable watercourses - with the river fleet management authorities.
6.6.2. When crossing water bodies, siphons must be installed in at least two working lines.
Each line must be checked to pass the calculated wastewater flow rate, taking into account the allowable headwater.
When wastewater flows do not provide the calculated (non-clogging) rates, one of the lines should be taken as a backup (inoperative).
When crossing ravines and dry lands, it is allowed to provide siphons in one line.
6.6.3. When designing siphons, it is necessary to take into account:
pipe diameters of at least 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 is no more than 20° to the horizon;
the distance between the siphon threads in the clear is at least 0.7 - 1.5 m, depending on the pressure, as well as the technology of work.
6.6.4. Gates must be provided in the inlet and outlet chambers of siphons.
6.6.5. The leveling mark of the siphon chambers, when located in the floodplain part of a water body, should be taken at 0.5 m above the high water horizon with a probability of 3%.
6.6.6. Places where siphons cross water bodies must be marked with appropriate signs on the banks.

6.7. Road crossings

6.7.1. When pipelines cross railways of categories I, II and III on hauls and highways of categories I and II, they must be carried out using covers.
Under railway tracks and roads of other categories, it is allowed to lay pipelines without casings, and pressure pipelines must be provided from steel pipes, and gravity-flow ones are made of cast iron.
6.7.2. Places of crossings through railways and highways must be agreed upon with the relevant organizations in the prescribed manner.
When developing a crossing 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.
In this case, the drainage of wastewater from the casing in the event of a pipeline accident should be provided for in sewer networks, and in their absence, measures should be taken to prevent it from entering water bodies or onto the terrain (emergency tanks, automatic shutdown of pumps, switching pipeline fittings etc.).
6.7.4. To maintain the required slope when laying a gravity pipeline in the case, an appropriate concrete layer with guide structures must be provided.
6.7.5. It is permissible to use the upper zone of a steel case to accommodate electrical or communication cables in the corresponding pipes.
6.7.6. In some cases, after pulling the pipes, it is allowed to fill the space between the pipes and the casing with cement mortar.
6.7.7. The thickness of the walls of a steel case should be determined based on calculations taking into account the depth, and for cases laid by puncturing or pushing, taking into account the necessary force developed by jacks.
6.7.8. Steel cases must be provided with appropriate anti-corrosion insulation of the outer and inner surfaces, as well as protective protection against electrochemical corrosion.

6.8. Outlets and storm drains

6.8.1. Discharges into water bodies should be placed in places with increased flow turbulence (constrictions, channels, rapids, etc.).
Depending on the conditions of discharge of treated wastewater, bank, channel or dispersive discharges should be adopted. When discharging treated wastewater into seas and reservoirs, it is necessary to provide deep-water outlets. It is allowed to release fully treated wastewater by injecting it onto absorption sites located in the zone of the under-channel flow of a water body.
6.8.2. The location of the outlets must be agreed with the sanitary and epidemiological surveillance and fisheries protection authorities, and in shipping areas - with the fleet management authorities.
6.8.3. Pipelines for channel and deep-water outlets should, as a rule, be designed from steel with reinforced insulation of pipes and laid in trenches.
The design of the outlets must be taken into account the requirements of navigation, wave impact levels, as well as geological conditions and channel deformations.
6.8.4. Storm drains should be provided in the form of:
outlets with heads in the form of walls with flaps - with unreinforced banks;
holes in the retaining wall - if there are embankments.
In order to avoid flooding of the territory in the event of periodic rises in the water level in a 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 risers internal sewerage buildings. In some cases, with appropriate justification, it is allowed to provide artificial exhaust ventilation of networks.
6.9.2. Special exhaust devices should be provided in the inlet chambers of siphons, in inspection wells in places where there is a sharp decrease in the speed of water flow in pipes with a diameter of over 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 pressure
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 up.
6.9.4. For natural exhaust ventilation of external networks that discharge wastewater containing volatile toxic and explosive substances, exhaust risers with a diameter of at least 200 mm should be provided at each outlet of the building, located in the heated part of the building, and they must have communication with the external chamber of the hydraulic seal and be displayed above the maximum roof level by at least 0.7 m.
6.9.5. Ventilation of sewer channels and collectors of large cross-sections, including those laid by the mountain or panel method, 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 its treatment before being discharged into the sewer network, should be carried out at drainage stations.
6.10.2. Drain stations should be located near sewer collectors with a diameter of at least 400 mm, and the amount of wastewater coming from the drain station should not exceed 20% of the total design flow through the collector.
It is prohibited to place drainage stations directly on the territory of municipal wastewater treatment facilities.
6.10.3. At the drainage station, it is necessary to ensure the reception (unloading) of special vehicles, washing them, diluting liquid waste to the extent that allows them to be discharged into the sewer network and further wastewater treatment plants, as well as retention of large mechanical impurities.
6.10.4. Dilution of liquid waste is usually provided with tap water through a tank with a burst stream.
Water is supplied for washing vehicles in the receiving compartment with fire nozzles during unloading, for dilution in channels and receiving funnels, in grate compartments and when creating a water curtain.

6.11. Snow melting points

6.11.1. It is allowed to install snow-melting points in sewerage structures that use wastewater heat to melt snow and ice removed from the streets, with the resulting melt water being discharged into a gravity sewer.
6.11.2. Snow melting points should be designed on the basis of a general layout of their location, taking into account the proximity of the main areas to be cleared of snow, the presence of wastewater supply and melt water disposal points, accessibility relative to the road network, ease of access and organization of oncoming traffic for freight vehicles, the possibility of queues during periods after heavy snow storms. snowfalls, distance from housing, etc.
6.11.3. The snow melting point should include:
snow melting chambers (one or more);
devices and mechanisms for feeding and grinding snow;
area for intermediate snow storage;
a site for temporary storage of recovered waste;
industrial and household premises.
6.11.4. The 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 separators-crusher;
grates through which snow is pressed using crawler 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);
discharge from the gravity pipeline to the bypass line;
supply from pressure pipelines of a sewage pumping station.
It is allowed to lay special pressure pipelines to the snow melting point.
6.11.6. When collecting wastewater from a gravity sewer system, it is necessary to calculate the minimum hourly influx of wastewater, selecting no more than 50% for the needs of the snow melting point. When sampling from pressure pipelines, it is necessary to ensure a speed in them after the sampling point, ensuring a self-cleaning mode of movement of wastewater.
6.11.7. Snow melting chambers may be located:
above the surface, with pressurized supply of waste water;
at the level of the 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 fed into them with the release of settling and floating inclusions from it. The task of the snow-melting point is to separate inclusions from melt water that are not typical for domestic wastewater, in order to avoid the deposition of coarse inclusions in channels and collectors and overloading the screens with large floating objects. The design of snow-melting chambers must 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 ( thermotechnical calculation), the volume of the accumulation zone of settling and floating inclusions, the frequency of cleaning the chamber.
6.11.10. It is recommended to unload delayed inclusions using grabs. When justifying, the use of special mechanical equipment (scrapers, elevators, etc.) is allowed.
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. Garbage removed from the snow melting chamber should be taken to a waste disposal site.

7. Storm drainage. Estimated flow rates of rainwater

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

7.1.1. Surface runoff from urban areas with a significant load of pollutants must be diverted to treatment facilities, i.e. from industrial zones, areas of multi-storey residential buildings with heavy traffic of vehicles and pedestrians, major highways, shopping centers, as well as rural settlements. At the same time, the removal of surface runoff from industrial sites and residential areas through rain drainage should exclude the entry of domestic wastewater and industrial waste into it.
7.1.2. With a separate system for drainage of surface runoff from residential areas, treatment facilities should, as a rule, be located at the mouth areas of the main rainwater sewer collectors before release into the water body. Places where wastewater is discharged into a water body must be agreed upon with the authorities regulating the use and protection of water, the sanitary-epidemiological service and fisheries protection.
7.1.3. When establishing the conditions for the organized discharge of surface wastewater into water bodies, environmental and sanitary requirements to the protection of water bodies, operating in Russian Federation.
7.1.4. If there are centralized or local treatment facilities in the city's rainwater drainage system, surface runoff from the territory of enterprises of the first group, in agreement with the water supply and sewerage authorities (WWCS), can be directed to the city's rainwater network (drainage) without preliminary treatment.
Surface wastewater from the territory of enterprises of the second group, before being discharged into the rainwater drainage system of a populated area, as well as when it is combined with industrial wastewater, must undergo mandatory preliminary treatment of specific pollutants at independent treatment facilities.
7.1.5. The possibility of receiving surface wastewater from enterprise territories 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. In systems for the removal of surface wastewater from the territories of populated areas and industrial sites, the possibility of infiltration and drainage water entering the collector network from associated drainages, heating networks, general collectors of underground communications, as well as uncontaminated wastewater must be taken into account. industrial enterprises.
7.1.7. To prevent pollution of water bodies by melt runoff in winter period from the territories of populated areas with a developed network of highways and heavy traffic, it is necessary to provide for the organization of snow removal and removal with deposition to “dry” snow dumps or its discharge into snow melting chambers with subsequent disposal melt water into the sewer network.
7.1.8. Discharge of rain and melt water from the roofs of buildings and structures equipped with internal drains, should be placed into storm drains without treatment.
7.1.9. Disposal of surface wastewater to treatment facilities and water bodies should be provided, if possible, in gravity mode along low areas of the drainage area. Pumping of surface runoff to treatment facilities is permitted in exceptional cases with appropriate justification.
7.1.10. In the territory of populated areas and industrial enterprises, closed systems for the disposal of surface wastewater should be provided. Disposal through an open system of drains using various types of trays, 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, appropriate justification and agreement with executive authorities authorized in the field of protection is required environment and ensuring sanitary and epidemiological surveillance.
Disposal of surface runoff from highways and road service facilities located outside populated areas for treatment may be carried out using trays and ditches.

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, snow melting and road washing is determined by the formula

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

Table 7

Runoff coefficient values
for different types of surfaces

┌──────────────────────────────────────────────────┬──────────────────────┐
│ Type of surface or drainage area │ General coefficient │
│ │ drain Psi │
│ │ d │

│Roofs and asphalt concrete pavements │ 0,6 - 0,7 │
├──────────────────────────────────────────────────┼──────────────────────┤
│Cobblestone or crushed stone pavements │ 0.4 - 0.5 │
├──────────────────────────────────────────────────┼──────────────────────┤
│City blocks without road surfaces, small │ 0.2 - 0.3 │
│squares, boulevards │ │
├──────────────────────────────────────────────────┼──────────────────────┤
│Lawns │ 0.1 │
├──────────────────────────────────────────────────┼──────────────────────┤
│Quarters with modern buildings │ 0.3 - 0.4 │
├──────────────────────────────────────────────────┼──────────────────────┤
│Medium-sized 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 production facilities, the value of the total runoff coefficient is found as a weighted average value for the entire drainage area, taking into account the average values ​​of runoff coefficients for different types of surfaces, which are equal to:
for waterproof coatings - 0.6 - 0.8;
for ground surfaces - 0.2;
for lawns - 0.1.
7.2.5. When determining the average annual volume of melt water, the total coefficient of runoff from residential areas and enterprise sites, taking into account snow removal and water losses due to partial absorption by permeable surfaces during the thaw period, can be taken within the range of 0.5 - 0.7.
7.2.6. The total annual volume of irrigation water, m3, flowing from the drainage area is determined by the formula

where m is the specific water consumption for washing road surfaces (usually 0.2 - 1.5 l/m2 per wash);
k - average number of washes per year (for middle zone Russia is about 150);
- area of ​​hard surfaces subject to washing, hectares;
- runoff coefficient for irrigation water (assumed equal to 0.5).

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

7.3.1. The volume of rainwater runoff from the estimated rain, m3, diverted to treatment facilities from residential areas and enterprise sites is determined by the formula

where F is the drainage area, ha;
- maximum layer of precipitation during rain, the runoff from which is subjected to full purification, mm;
- average runoff coefficient for the calculated rain (defined as a weighted average 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, frequently recurring rains with a period of one-time excess of the calculated intensity P = 0.05 - 0.1 year, which for the majority of populated areas of the Russian Federation ensures treatment acceptance of at least 70% of the annual volume of surface runoff.
7.3.3. The initial indicators are:
data from long-term observations of weather stations on precipitation in a specific area (for at least 10 - 15 years);
observation data at the nearest representative weather stations.
A meteorological station can be considered representative of the drainage area under consideration if the following conditions are met:
the distance from the station to the catchment area of ​​the facility is less than 100 km;
the difference in elevations of the catchment area above sea level and the weather 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 the range of 5 - 10 mm as ensuring the 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 is the drainage area, ha;
- general coefficient of melt water runoff (assumed 0.5 - 0.8);
- sediment layer of a given frequency;
a - coefficient taking into account the unevenness of snow melting, you can take 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 estimated flow rates of rain and melt water
in rainwater sewers

7.4.1. The flow rates of rainwater in rainwater sewer collectors, l/s, discharging wastewater from residential areas and enterprise sites should be determined by the maximum intensity method using the formula

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

where is a coefficient that takes into account the filling of the free capacity of the network at the moment the pressure regime occurs (determined according to Table 8).

Table 8

Values ​​of the coefficient taking into account filling
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. For terrain slopes of 0.01 - 0.03, the specified 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 plots on a rain collector or plot
wastewater inflow is less than 10, then the beta value for all slopes
it is allowed to reduce by 10% when the number of sections is 4 - 10, and by 15% when
number of sections less than 4.

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

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

Table 9

Values ​​of parameters n, y for determining
estimated costs in rainwater sewer collectors

┌─────────────────────────────────────────────────┬────────────┬─────┬────┐
│ Region │ 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 regions of the west and center of European │ 0.71 │0.59 │ 150 │1.33│
│parts of Russia │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Uplands 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 the 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│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Northern slope of the Western Sayans │ 0.49 │0.33 │ 100 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Central Siberia │ 0.69 │0.47 │ 130 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Khamar-Daban ridge │ 0.48 │0.36 │ 130 │1.82│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Eastern Siberia │ 0.6 │0.52 │ 90 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Shilka and Arguni river basins, valley │ 0.65 │0.54 │ 100 │1.54│
│r. Middle Amur │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│River basins 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│
│sea, central and western parts of Kamchatka │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Eastern 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│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│District o. Khanka │ 0.65 │0.57 │ 90 │1.54│
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│River basins of the Sea of ​​Japan, o. Sakhalin, │ 0.45 │0.44 │ 110 │1.54│
│Kuril Islands │ │ │ │ │
├─────────────────────────────────────────────────┼──────┼─────┼─────┼────┤
│Dagestan │ 0.57 │0.52 │ 100 │1.54│
└─────────────────────────────────────────────────┴──────┴─────┴─────┴────┘

7.4.3. The period of one-time excess of the calculated rain intensity must be selected depending on the nature of the drainage object, the conditions of the collector's location, taking into account the consequences that may be caused by rainfall exceeding the calculated rainfall, and taken according to tables 10 and 11 or determined by calculation depending on the conditions of the collector's location, intensity rainfall, catchment area and runoff coefficient for the maximum period of excess.

Table 10

Period of one-time excess of the calculated intensity
rain depending on the value

┌────────────────────────────────────┬────────────────────────────────────┐
│ Conditions for the location of collectors │ Period of one-time excess │
│ │ estimated rain intensity P, │
│ │ years, for populated areas │
│ │ at value q │
│ │ 20 │
├──────────────────┬─────────────────┼──────────┬────────┬────────┬───────┤
│ On driveways │On highways │< 60 │60 - 80 │80 - 120│ > 120 │
│local │ streets │ │ │ │ │

│Favourable │Favourable │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 │
├──────────────────┼─────────────────┼──────────┼────────┼────────┼───────┤
│Particularly │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:│
│a pool with an area of ​​no more than 150 hectares has flat terrain at 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 topography 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 slope of 0.02 m or less, at│
This basin area 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 the thalweg with steep slopes at an average level│
│slopes over 0.02. │
│ 4. Particularly unfavorable conditions for the location of collectors: collector│
│drains water from a closed low place (basin). │

Table 11

Period of one-time excess of the calculated intensity
rain for the territory of industrial enterprises
at values

┌──────────────────────────────────────┬──────────────────────────────────┐
│ Result of short-term │ Period of one-time excess │
│ network overflow │ estimated rain intensity P, │
│ │years, for industrial areas │
│ │ enterprises at values ​​of q │
│ │ 20 │
│ ├───────────┬──────────┬───────────┤
│ │ Up to 70 │ 70 - 100 │ Over 100 │

│Technological processes enterprises │0.33 - 0.5 │ 0.5 - 1 │ 2 │
│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 one-time 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 contaminants with toxic properties or organic│
│substances that cause high values ​​of COD and BOD│
│(i.e. enterprises of the second group), period of one-time excess│
│calculated rain intensity should be taken taking into account environmental│
│consequences of flooding for at least 1 year. │
└─────────────────────────────────────────────────────────────────────────┘

When designing rainwater drainage for special structures (metro, stations, underground passages), as well as for arid areas, where values ​​are less than 50 l/s (per 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 maximum period for exceeding the estimated rain intensity specified in Table 10. In this case, the periods of a single excess of the estimated rain intensity determined by calculation should not be less than those indicated in Tables 11 and 12.

Table 12

Maximum period for exceeding rain intensity
depending on the conditions of the collector location

Character of the pool,
served
collector Limit period for exceeding intensity
rain P, years, depending on conditions
collector location
good-
pleasant average unfavorable
especially nice
unfavorable
pleasant
Territory of neighborhoods
and local passages
values ​​10 10 25 50
Main streets 10 25 50 100

In the absence of a centralized water supply, the water sources are underground interstratal waters. For free access to water, a shaft well is usually installed on the site. If the technology is followed, it gives good water, is durable and easy to use. One of important conditions 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 placement of a well on a site is a difficult engineering task that is underestimated by inexperienced owners country houses. In order for the operation of water supply and sewerage systems to be problem-free, it is necessary to understand even before starting work that there are rules and regulations, non-compliance with which will lead to problems in the future.

Choosing placement and determining depth

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

How to find the right location for a well

To find it, you need to know the following information:

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

If there are no neighbors, the task becomes more complicated. Then it is recommended to use one of the methods for determining the water source. The most popular of them:

• Dowsing;
• Hydrogeological indications;
• Local manifestations of water.

None of them will give a 100% guarantee of data accuracy. However, you should know that it can be carried out at a certain distance from water supplies in neighboring areas. Otherwise, the water from them may simply go into 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 selection 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 location, they are guided by the following criteria:

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

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

The problem of the location of a well on a site is especially relevant for owners of small plots. The structure should be as convenient as possible. To do this, it is positioned so that it is possible to easily organize the supply of water to buildings on the site, such as a house or a bathhouse, as well as to a vegetable garden. Usually, for a well they choose the most high place on the site, it should not be allowed for neighbors’ cesspools to be located higher up the terrain.

What is pumping station for the well you will find out.

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

It’s another matter when the house is already ready, but the well is only in the plans. Houses on shallow foundations may suffer from the proximity of well shafts. You should not install wells in close proximity to such buildings. Shallow strip foundations on clay are especially dangerous in this regard. Here it is worth considering the depth of the well. Shallow mines are more troublesome for buildings. 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 prescribed in SNiP 30-02-97.

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

What should be the distance between wells

The installation of local water supply on the site must be carried out according to the project. If it clearly states how many and what structures will be required for the system, then many questions will disappear by themselves. The documentation must also indicate the exact distances from well to well.

The technology for drilling water wells is described.

Owners of country houses often build a water supply system with their own hands, without drawing up a project. 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 maintaining the network, as well as eliminating emergency situations.

The number of shafts and tanks depends on:

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

Installation of water supply with a well near the house

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

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

Calculations are made taking into account the fact that external pipe routing is carried out 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.

Installation of a water supply system 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, it will be necessary to construct several inspection tanks. Maximum distance between water supply wells - 15 m. For sewer inspection structures, this norm is no different.

With dimensions concrete rings for wells, please read .

If it is necessary to change the direction of the pipeline, construct a rotary well. The connection of all nodes must be as precise as possible. Blockages occur in these places more often than others.

In areas with height differences, it is necessary to change the depth of the pipes. For this purpose, a differential structure is built. All plumbing system laid at an angle to the well.

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

Sewer

In order for the water supply to fulfill its function, it is necessary to maintain distances from sources of pollution to the well with drinking water and between the elements of the sewerage system of the site. These standards are prescribed in SNiP 2.04.03-85. In this case, structures are taken into account not only on one’s own site, but also on neighboring ones.

Distance between sewer and septic tank

Water structures need to be built as far as possible from landfills, industrial facilities, septic tanks, sewers 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

Sewage system in country house– it’s not a difficult matter. And it is quite within the power of any skilled person. The most simple system consists of a septic tank and pipeline. All pipes and pits require constant monitoring, so additional sewer wells are built. They, just like in the water supply system, are divided into the following types:

• Observations;
• Rotary;
• Nodal.

The principles of their construction are practically no different 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 to 50 m.

It is possible that you will find information about .

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

The video shows an example of improper placement of a well:

To minimize the risk of obtaining water of poor quality, you need to carefully select the location for creating autonomous source water supply A well is a capital structure; it is built for a long period of time. If it fails, it is almost impossible to move it to another place. And failure to comply with the standards regarding the distance of communications to other objects on the site can lead to the failure of the entire water supply and sewerage system.

But they also perform many other functions. Typically, the system contains several types of such devices, interconnected into a single network. And in order for the system to operate smoothly and efficiently, certain rules must be followed when installing all its parts.

One of the nuances is the certain distance at which you need to install a certain type of sewer well. Knowing this data, you can independently do or control the work of the hired company.

Types of sewer wells

The first step is to understand the types of these devices and what functions they perform. So, the main structures include:

1. Inspection rooms - responsible for monitoring areas of the system and for cleaning it when blockages occur.
2. Rotary - control over areas where drains change direction of movement, facilitating access to turns and bends, where blockages often form.
3. – compensate for the slope of the pipeline; too large or small a slope leads to the accumulation of solid particles in it.
4. Nodal – access to connecting pipes.

As for the distance between all types, it is regulated in.

Video: Sanitary standards for the installation of wells and septic tanks

Distance between manholes

Distance between drop wells

If the area where the sewage system will be installed has a complex topography, then this type of well is used. In areas with a large slope, the slope of the pipeline will also be large. And this threatens that the liquid component of the wastewater will pass through the pipes faster, and solid particles will settle on the surface and form a blockage. Drop wells compensate for the flow velocity.

SNiP does not specify specific distances between these structures, but there are several other requirements:

• the height of one drop should not exceed 3 m;
• if there is a difference of up to 0.5 m in depth, the drop well can be replaced with an inspection well with an overflow;
• structures are installed in places where pipes bend.

One of important stages In the arrangement of a sewer system in a country house is the installation of sewer wells. It is possible to carry out these activities with your own hands, without resorting to the help of specialists, the main thing is to adhere to the specified sequence.

Types of sewer wells

Gutter system on summer cottage has undergone great changes. Cesspools have now been replaced by a sewerage network that includes septic tanks. Drain water that leaves the house enters underground pipes.

They, in turn, require regular monitoring, which is why they are equipped with wells, which are divided into the following types:

• Observers must be present in the system. They are designed to carry out regular monitoring of the system. It is installed at the entrance of the yard sewerage system, as well as into the storage septic tank.
• Rotary ones are installed in places sharp turns pipes Typically, this is where blockages occur.
• Nodal ones (photo) are mounted in nodes and pipe distribution areas.

• Differential valves are designed to reduce the flow of water, which helps protect pipes from water hammer and eliminate possible noise. Installed in areas with differences in pipe levels.
• Storage tanks are designed for collecting and purifying waste water.

To ensure normal operation system, its control and care, it is necessary to correctly determine the distance between the wells, which the following recommendations will help with.

At what distance should wells be located?

First of all, it is necessary to determine the distance between sewer wells according to SNiP, depending on their type.

• It is necessary to maintain a distance between them of no more than fifteen meters. If the system is represented by one straight pipe, this gap can be increased to fifty meters. This is due to the low likelihood of blockages and given distance will be enough to monitor the system and remove blockages.

• Rotary. The only difference is in the locations of their installation. In this case, the distance between the wells must be determined by the specialists who carry out the pipe laying work. Because they are the ones who decide in which places the bend in the network will be formed.

• Drop septic tanks are installed when laying pipes in places with slopes. If possible, it is necessary to maintain a minimum distance between them, since the resulting step differences can cause problems in the operation of the system, manifested in turbulent flows. Therefore, the gap between the wells must be at least two meters.

Sewer well installation sequence

Let's figure out how to install a well yourself, and what requirements must be met.

The following instructions will help you figure this out.

1. At the planning stage of the water drainage system, a diagram should be developed that will indicate the location of the wells. When compiling it, it is important to know that the optimal location will be a site located below the level of the foundation of the house. It is also important to take into account the sanitary requirements for the location of pits in relation to residential buildings.

Important!
The distance from the house to the sewer well should not exceed 12 m. According to the requirements of SNiP, the drain well must be located at least five meters from the foundation of the house.
It is also important to ensure its distance from the water source.
For areas with predominantly sandy soils this distance is 50 m, and for areas with loamy soils it is 25 m.

1. At the next stage, they begin to develop an estimate, which will include all the required materials and equipment. Making a detailed list of necessary things will significantly reduce costs.

At this step, you need to decide whether you will resort to the help of special equipment and call specialists. If you are not completely confident that you can handle all the work yourself, then it is better to seek help, since making any mistake can disable the entire system.

1. Then you can begin the main work, which begins with digging a pit. The depth and diameter of the pit will depend on the type of purpose of the well and the amount of wastewater.

When installing storage and purification septic tanks, it will be necessary to make a fairly deep hole. So for a family of four people you will need a well with a volume of approximately 4 cubic meters and a depth of three meters. It is not recommended to dig a deeper pit as this will make cleaning the well more difficult.

Advice!
When installing inspection-type pits, you should also not dig too deep, since they are not intended for collecting waste water.

1. After digging the pit is completed, they proceed to installing the foundation, which will also depend on what the well will be like. So, when installing a storage well, gravel is laid at the bottom of the pit in a layer 15 cm thick and the base is filled with a cement composition. In this case, you must try to make a slope towards the located hatch.

1. If, then it is necessary to leave the bottom unconcreted for drainage. Here the bottom is covered with gravel or pebbles, then covered with drainage material with a layer of up to 1 m.

1. The next stage is the construction of walls. They can be lined with brick, concrete or reinforced concrete rings. In addition, ready-made plastic containers are used. You may also find other materials at hand that are suitable for arranging walls.
   This could be wood or tires. However, it should be understood that the durability of such a structure will be short-lived, and it will be difficult to achieve the necessary tightness.

1. Particular attention should be paid to the tightness of wells. Therefore, when using reinforced concrete rings, it is necessary to carefully seal all joints with cement, and the body itself must be sealed with bitumen.
   Tightness does not play an important role when installing a filtration well. It is better to make the walls from brick and intentionally leave small gaps to ensure better water absorption.
2. The next step is to install a drain pipe through which the water will flow into the storage well. The filtration and storage wells are connected to each other using an overflow pipe. Additional installation under a non-waterproof board prevents erosion of the drainage.

1. The top of the pit is covered with a concrete slab, in which it is necessary to make a hole in advance for the hatch and ventilation duct.

Conclusion

Before starting work, it is necessary to develop a diagram of the entire sewer system. It is developed either independently, or you can use a ready-made standard project.

Having a ready-made plan allows you to reduce costs for work and materials. As a result, the overall price of the system decreases. Even if you buy construction materials with a reserve, the costs for them, according to the prepared estimate, will be significantly lower.