Requirements for covers of sewer wells. Modern device of a sewer well: differential, with a riser, plastic
The arrangement of the drainage system involves the installation of a sewer well. This element of the treatment design plays a key role in repair work and preventive measures such as pumping, flushing and cleaning. The key to the smooth operation of the system is the competent calculation of the volume and depth of the storage tanks and the correct installation. Consider how to determine the height of the sewer well and calculate the volume of the tanks.
- plastic;
- bricks;
- monolithic concrete;
- concrete rings;
By choosing the right tank of the right size, the owner of the site saves himself from the problems associated with the operation of the facility.
If you focus on the purpose of sewer tanks, then they are of several types.
Lookouts
Inspection wells are shafts equipped with a chamber inside, in the walls of which the inlet and outlet pipes are connected by arranging a special tray. They are designed to control the treatment plant.
The main difference in the design is that the collector and the pipe of the drainage pipeline in it replace the open tray
Through viewing structures free access to the pipeline is provided for the implementation of preventive measures, as well as the necessary repair work. They are installed on long straight sections and at junctions where the pipeline changes direction or slope. Depending on this, linear and rotary structures.
Variable
The main function of such wells is to level the differences in the height of the treatment facilities if this figure exceeds the permissible level.
The installation of a differential tank allows you to combine pipelines into one network and connect sewer pipes above the level of the trays. With their help, you can solve several problems at once:
- Prevent high sewage velocity due to the elevation of the terrain.
- Connect sewer outlets and deep underground collectors.
- Draw a sewer line around the intersections of underground structures.
Depending on the internal device differential wells can have a multi-stage staggered design, and can also be equipped with fast currents to accelerate slowing down flows or a fender and spillway wall.
Cumulative
tanks accumulative type are a modern modification of cesspools.
Storage wells accumulate runoff
Sealed containers need periodic cleaning of the contents, which can be done by involving special equipment.
Designed to clean wastewater from debris and heavy suspensions. Filtration tanks are installed in cases where the site is located on sandy and sandy loamy soil types.
The main condition for installing a filtration well is groundwater below the base by at least 1 meter
Manufacturers of wastewater treatment plants for domestic use offer a wide range of filtration tanks designed for different volumes.
SNiP requirements for sewer wells
Sewer facilities have been used by people for more than one hundred years. It is quite logical that the technology of their arrangement during this period was worked out to the smallest detail. Clear requirements and guidelines for the construction of treatment facilities are given in SniP2.04.03-85 “Sewerage. External networks and structures”.
The document states that when arranging a septic tank in a private household between release from home internal sewerage and a manhole must be installed in the receiving chamber of the cleaning device.
For post-treatment and disposal of wastewater after a septic tank, it is also recommended to equip a filtration tank
According to SNiP, manholes must be installed at the points of connection in case of connecting local sewerage to the central collector, as well as:
- on long straight sections of pipelines;
- when turning the pipeline and at the entry points of the branches;
- when changing the slope of the location or diameter of the pipes.
Attention! If the diameter of the external sewage pipes reaches 150 mm, the distance between the tanks should be 35 meters, if the pipe section is 200 mm, the distance is increased to 50 meters.
As for filtration and storage wells, other location standards apply here. They are based on observing the remoteness of the well from significant objects in nearby areas:
- 1 meter to outbuildings;
- 5 meters to the foundation of a residential building;
- 3 meters to the fence and motorway;
- 20 meters to planting garden crops;
- 30 meters to a reservoir or well with drinking water.
The current regulations are intended to prevent the ingress of untreated sewage into the soil, which can occur as a result of the release of treatment plant out of service.
Structural dimensions
A number of requirements are imposed by SNiP on the design of a cleaning device for autonomous sewage. The inspection tank should include four main elements:
- Mine.
- Working chamber.
- Neck.
- Protective cover.
Dimensions of reinforced concrete rings used in the arrangement of sewer wells
The shape of the protective cover is determined by the geometric dimensions of the neck. When arranging treatment facilities, hatches are traditionally installed round shape. The dimensions and overall characteristics of external hatches are regulated by GOST 3634 99. The key criterion for choosing the shape and size of a product is its scope.
Table standard sizes round manholes
When erecting autonomous sewer wells, plastic or cast-iron hatches with a diameter of 450-550 mm are used.
The parameters of concrete filtration structures vary within:
- Inner diameter 1000/1250/1500/2000 mm;
- Height of elements from 2410 mm to 2870 mm.
The dimensions of the round filter tanks are 1.5-2 meters at a depth of 2.5 meters. Tank sizes rectangular shape on average they are 2x2.8 meters.
The cross section of the shaft should be such that a person can freely descend into the well and, if necessary, perform cleaning of the system and maintenance of sewer pipes. The height of the working part of the manhole is determined based on the height of a person and averages 1.8 meters.
The depth of the pit of the storage tank should also not exceed 2.5 meters.
The diameter of the pit for the treatment plant should be half a meter larger than the size of the well. Between the bottom sewer pipe and the level of the bottom of the pit maintains a distance of 60-70 cm. With a high level of groundwater, when arranging a sewer well, waterproofing is necessarily laid.
Treatment plant diameters
The current regulations also regulate the size of the tanks. This parameter directly depends on the diameter of the laid pipeline.
The diameter of sewer wells according to SNiP should be:
- on pipelines with a section size up to 150 mm - from 70 mm and above;
- on pipes with a diameter of up to 600 mm - 1000 mm;
- with a pipe size of 700 mm - 1250 mm;
- when connecting pipes with a size of 800-1000 mm - designs D 1500 mm;.
- on pipelines of 1200 mm and above - 2000 mm.
When arranging square-shaped wells, the length of each side of the tank must be at least 1 meter.
Production material
A number of requirements are imposed by the current regulatory document on the material for the manufacture of sewer wells.
Treatment facilities must have high strength and tightness parameters
When arranging sewer wells, it is permissible to use:
- Plastic structures production sample. Are made in full accordance with GOSTs. The task of the consumer is to choose a product of optimal dimensions.
- concrete rings. Reinforced concrete products are also produced by factories in accordance with the current GOSTs and are on sale in a wide range.
- Booth or brick. Moisture resistant materials used in the construction of sewer wells on your own. But due to the complexity of installation moisture resistant brick and rubble stone is used much less frequently.
The main advantage plastic structures is that they are produced already equipped with outlets, the dimensions of which clearly correspond to the standards of pipes made of any type of material: plastic, asbestos, cement. Production sample shafts can be connected to any sewerage system within 15-20 minutes immediately after installation.
How to calculate the volume and depth of a well
The depth of the sewer well in accordance with the current SNiP should be determined based on the experience of arrangement operational networks specific area.
The depth of the reservoir depends on the structure and type of soil
- 30 cm when installing nozzles with a diameter within 500 mm;
- 50 cm for larger nozzles.
In accordance with clause 4.8 of the current SNiP, when erecting a sewer well made of brick, the depth of the structure must be at least 70 cm to the top of the pipe.
Tip: to prevent freezing of water in cold weather, when laying the pipeline, it is necessary to provide for a slope of 0.03 meters for each meter of length. It will facilitate the flow of wastewater into the storage tank by gravity, without the use of additional pumps.
When calculating the volume of a sewer well, the formula is used: V \u003d L x 3.14 x R2, where V is the total volume for the month, L is the height of the tank, R is the radius of the tank squared. To determine the radius of the structure being erected, which, accordingly, will be ½ of its diameter, the volume value V is divided by 3.14 and the height value. As mentioned above, the average height of the tank does not exceed 2.5 meters.
For example, for the construction of a tank with a capacity of 8 cubic meters with a building height of 2.5 meters, a tank with a diameter of 2 meters is required. When calculating, 20% is always added to the resulting value in reserve.
Guided by the standards when calculating the dimensions and erecting a sewer well, you will protect yourself from the problems associated with the operation of the treatment plant, minimizing the risk of damage to the well and contamination environment. Even easier and more reliable is to entrust all the stages of designing and arranging the drainage system to specialists.
BUILDING REGULATIONS
OUTDOOR NETWORKS AND FACILITIES
WATER SUPPLY AND SEWERAGE
SNiP 3.05.04-85*
USSR STATE CONSTRUCTION COMMITTEE
Moscow 1990
DEVELOPED VNII VODGEO Gosstroy of the USSR (candidate of technical sciences IN AND. gotovtsev- theme leader VK. Andriadi), with the participation of the Soyuzvodokanalproekt of the Gosstroy of the USSR ( P.G. Vasiliev and A.S. Ignatovich), Donetsk Promstroyniiproekt Gosstroy USSR ( S.A. Svetnitsky), NIIOSP them. Gresevanova Gosstroy of the USSR (candidate of technical sciences V. G.Galician and DI. Fedorovich), Giprorechtrans of the Ministry of River Fleet of the RSFSR ( M.N.Domanevsky), Research Institute of Communal Water Supply and Water Purification of the AKH them. K.D. Pamfilov of the Ministry of Housing and Communal Services of the RSFSR (Doctor of Technical Sciences ON THE. Lukinykh, cand. tech. Sciences V.P. Krishtul), Institute of the Tula Promstroyproekt of the Ministry of Tyazhstroy of the USSR.
INTRODUCED VNII VODGEO Gosstroy USSR.
PREPARED FOR APPROVAL by the Glavtekhnormirovaniye Gosstroy USSR N.A. Shishov).
SNiP 3.05.04-85* is a reissue of SNiP 3.05.04-85 with amendment No. 1, approved by Decree of the USSR Gosstroy of May 25, 1990 No. 51.
The change was developed by VNII VODGEO Gosstroy of the USSR and TsNIIEP of engineering equipment of the State Committee for Architecture.
Sections, paragraphs, tables in which changes have been made are marked with an asterisk.
Agreed with the Main Sanitary and Epidemiological Directorate of the Ministry of Health of the USSR by letter dated November 10, 1984 No. 121212/1600-14.
When using a normative document, approved changes should be taken into account building codes and rules and state standards published in the Bulletin of Construction Equipment magazine of the Gosstroy of the USSR and the information index "State Standards of the USSR" of the State Standard.
* These rules apply to the construction of new, expansion and reconstruction of existing external networks 1 and water supply and sewerage facilities in settlements of the national economy.
_________
1 External networks - in the following text "pipelines".
1. GENERAL PROVISIONS
1.1. When building new, expanding and reconstructing existing pipelines and water supply and sewerage facilities, in addition to the requirements of projects (working projects) 1 and these rules, the requirements of SNiP 3.01.01-85 *, SNiP 3.01.03-84, SNiP III-4-80 * and other rules and regulations, standards and departmental normative documents approved in accordance with SNiP 1.01.01-83.
1 Projects (working projects) - in the following text "projects".
1.2. Completed pipelines and water supply and sewerage facilities should be put into operation in accordance with the requirements of SNiP 3.01.04-87.
2. EARTHWORKS
2.1. Excavation and work on the construction of foundations during the construction of pipelines and water supply and sewerage facilities must be carried out in accordance with the requirements of SNiP 3.02.01-87.
3. PIPING INSTALLATION
GENERAL PROVISIONS
3.1. When moving pipes and assembled sections with anti-corrosion coatings, soft tongs, flexible towels and other means should be used to prevent damage to these coatings.
3.2. When laying out pipes intended for household drinking water supply surface water or sewage should not be allowed to enter them. Before installation, pipes and fittings, fittings and finished units must be inspected and cleaned from inside and outside from dirt, snow, ice, oils and foreign objects.
3.3. The installation of pipelines should be carried out in accordance with the project for the production of works and technological maps after checking the compliance with the project of the dimensions of the trench, fixing the walls, bottom marks and, in case of above-ground laying, supporting structures. The results of the check should be reflected in the work log.
3.4. Socket pipes without pressure pipes conduits should, as a rule, be laid with a socket up the slope.
3.5. The straightness of the sections of free-flow pipelines between adjacent wells, provided for by the project, should be controlled by viewing “into the light” using a mirror before and after backfilling the trench. When viewing a pipeline round section the circle seen in the mirror must have the correct shape.
The permissible horizontal deviation from the circle shape should be no more than 1/4 of the pipeline diameter, but not more than 50 mm in each direction. Deviations from the correct form of the circle vertically are not allowed.
3.6. The maximum deviations from the design position of the axes of pressure pipelines should not exceed ± 100 mm in plan, the marks of the trays of non-pressure pipelines are ± 5 mm, and the marks of the top of pressure pipelines are ± 30 mm, unless other standards are justified by the project.
3.7. Laying pressure pipelines along a gentle curve without the use of fittings is allowed for socket pipes with butt joints on rubber seals with an angle of rotation in each joint of no more than 2 ° for pipes with a nominal diameter of up to 600 mm and no more than 1 ° for pipes with a nominal diameter over 600 mm.
3.8. When installing water supply and sewerage pipelines in mountain conditions in addition to the requirements of these rules, the requirements of Sec. 9SNiP III-42-80.
3.9. When laying pipelines on a straight section of the route, the connected ends of adjacent pipes must be centered so that the width of the socket gap is the same around the entire circumference.
3.10. The ends of pipes, as well as openings in the flanges of shut-off and other fittings, during breaks in laying, should be closed with plugs or wooden plugs.
3.11. Rubber seals for installation of pipelines in conditions low temperatures outdoor air is not allowed to be used in a frozen state.
3.12. For sealing (seal) butt joints pipeline connections sealing and “locking” materials, as well as sealants should be used according to the project.
3.13. Flange connections of fittings and fittings should be mounted in compliance with the following requirements:
flange connections must be installed perpendicular to the axis of the pipe;
the planes of the connected flanges must be even, the nuts of the bolts must be located on one side of the connection; bolts should be tightened evenly crosswise;
elimination of distortions of flanges by installing beveled gaskets or tightening bolts is not allowed;
welding of joints adjacent to a flange connection should be carried out only after uniform tightening of all bolts on the flanges.
3.14. When using soil for the construction of an emphasis supporting wall the pit must be with undisturbed soil structure.
3.15. The gap between the pipeline and the prefabricated part of concrete or brick stops must be tightly filled concrete mix or cement mortar.
3.16. Protection of steel and iron concrete pipes wires against corrosion should be carried out in accordance with the design and requirements of SNiP 3.04.03-85 and SNiP 2.03.11-85.
3.17. On the pipelines under construction, they are subject to acceptance with the preparation of certificates of examination of hidden works in the form given in SNiP 3.01.01-85 anti-corrosion protection of pipelines, sealing of places where pipelines pass through the walls of wells and chambers, backfilling of pipelines with a seal, etc.
STEEL PIPING
3.18. Welding methods, as well as types, structural elements and dimensions of welded joints of steel pipelines must comply with the requirements of GOST 16037-80.
3.19. Before assembling and welding pipes, they should be cleaned of dirt, check the geometric dimensions of the groove, clean the edges and the inner and outer surfaces of the pipes adjacent to them to a width of at least 10 mm to a metallic sheen.
3.20. Upon completion of welding work, the outer insulation of pipes in the places of welded joints must be restored in accordance with the project.
3.21. When assembling pipe joints without a backing ring, the offset of the edges should not exceed 20% of the wall thickness, but not more than 3 mm. For butt joints assembled and welded on the remaining cylindrical ring, the offset of the edges from the inside of the pipe should not exceed 1 mm.
3.22. Assembly of pipes with a diameter of more than 100 mm, made with a longitudinal or spiral weld, should be carried out with a displacement of the seams of adjacent pipes by at least 100 mm. When assembling the joint of pipes in which the factory longitudinal or spiral seam is welded on both sides, the displacement of these seams can be omitted.
3.23. Transverse welded joints should be located at a distance of not less than:
0.2 m from the edge of the pipeline support structure;
0.3 m from the outer and inner surfaces of the chamber or the surface of the enclosing structure through which the pipeline passes, as well as from the edge of the case.
3.24. The connection of the ends of the joined pipes and sections of pipelines with a gap between them exceeding the permissible value should be carried out by inserting a "coil" with a length of at least 200 mm.
3.25. The distance between the circumferential weld of the pipeline and the seam of the branch pipes welded to the pipeline must be at least 100 mm.
3.26. Assembly of pipes for welding must be carried out using centralizers; it is allowed to straighten smooth dents at the ends of pipes with a depth of up to 3.5% of the pipe diameter and adjust the edges using jacks, roller bearings and other means. Sections of pipes with dents greater than 3.5% of the pipe diameter or with tears should be cut out. The ends of pipes with nicks or chamfers with a depth of more than 5 mm should be cut off.
When applying the root seam, the tacks must be completely digested. The electrodes or welding wire used for tacks must be of the same grade as for welding the main seam.
3.27. For butt welding steel pipes conductors, welders are allowed if they have documents for the right to carry out welding work in accordance with the Rules for the certification of welders approved by the USSR Gosgortekhnadzor.
3.28. Before being allowed to work on welding joints of pipelines, each welder must weld a tolerance joint under production conditions x (at the construction site) in the following cases:
if he first started welding pipelines or had a break in work for more than 6 months;
if pipes are welded from new steel grades, using new grades of welding materials (electrodes, welding wire, fluxes) or using new types of welding equipment.
On pipes with a diameter of 529 mm or more, it is allowed to weld half of the tolerance joint. The tolerance joint is subjected to:
external inspection, in which the weld must meet the requirements of this section and GOST 16037-80;
radiographic control in accordance with the requirements of GOST 7512-82;
mechanical tensile and bending tests in accordance with GOST 6996-66.
In case of unsatisfactory results of checking the tolerance joint, welding and re-inspection of two other tolerance joints are carried out. In the event that unsatisfactory results are obtained during repeated control at least at one of the joints, the welder is recognized as having failed the tests and may be allowed to weld the pipeline only after additional training and repeated tests.
3.29. Each welder must have a brand assigned to him. The welder is obliged to knock out or build up a brand at a distance of 30 - 50 mm from the joint from the side accessible for inspection.
3.30. Welding and tacking of butt joints of pipes is allowed to be carried out at an outdoor temperature of up to minus 50 ° C. At the same time, welding work without heating the welded joints is allowed to perform:
at outdoor air temperature up to min s 20 ° C - when using carbon steel pipes with a carbon content of not more than 0.24% (regardless of the pipe wall thickness), as well as low-alloy steel pipes with a wall thickness of not more than 10 mm;
at an outdoor temperature of up to minus 10 ° C - when using pipes made of carbon steel with a carbon content of more than 0.24%, as well as pipes made of low-alloy steel with a wall thickness of more than 10 mm. When the outside air temperature is below the above limits, welding work should be carried out with heating in special cabins, in which the air temperature should be maintained not lower than the above, or the ends of the pipes to be welded should be heated in the open air for a length of at least 200 mm to a temperature not lower than 200 °C.
After welding is completed, it is necessary to ensure a gradual decrease in the temperature of the joints and adjacent areas of the pipes by covering them after welding with an asbestos towel or in another way.
3.31. In multi-layer welding, each layer of the seam must be cleaned of slag and metal spatter before applying the next seam. Sections of the weld metal with pores, cavities and cracks should be cut down to the base metal, and the weld craters should be welded.
3.32. In manual arc welding, individual layers of the seam must be superimposed so that their closing sections in adjacent layers do not coincide with one another.
3.33. When performing welding work outdoors during precipitation, the welding points must be protected from moisture and wind.
3.34. When quality control of welded joints of steel pipelines should be performed:
operational control during assembly and welding of the pipeline in accordance with the requirements SNiP 3.01.01-85 *;
checking the continuity of welded joints with the detection of internal defects by one of the non-destructive (physical) control methods - radiographic (X-ray or gammagraphic) according to GOST 7512-82 or ultrasonic according to GOST 14782-86.
The use of the ultrasonic method is allowed only in combination with the radiographic method, which must be used to check at least 10% total number joints to be controlled.
3.35. During the operational quality control of welded joints of steel pipelines, it is necessary to check the compliance with the standards of structural elements and dimensions of welded joints, welding method, quality of welding consumables, edge preparation, gap size, number of tacks, as well as serviceability of welding equipment.
3.36. All welded joints are subject to external inspection. On pipelines with a diameter of 1020 mm and more, its welded joints, welded without a backing ring, are subjected to external inspection and measurement of dimensions outside and inside the pipe, in other cases - only outside. Before inspection, the weld and adjacent surfaces of pipes to a width of at least 20 mm (on both sides of the weld) must be cleaned of slag, splashes of molten metal, scale and other contaminants.
The quality of the welded seam according to the results of the external examination is considered satisfactory, if it is not found:
cracks in the seam and adjacent area;
deviations from the allowable dimensions and shape of the seam;
undercuts, sinkings between the rollers, sagging, burns, unwelded craters and pores emerging on the surface, lack of penetration or sagging at the root of the seam (when examining the joint from inside the pipe);
pipe edge displacements exceeding the allowable dimensions.
Joints that do not meet the listed requirements are subject to correction or removal and re-control of their quality.
3.38. Welded joints for control by physical methods are selected in the presence of a representative of the customer, who writes down in the work log information about the joints selected for control (location, welder's brand, etc.).
3.39. 100% of welded joints of pipelines laid at crossings under and above railway and tram tracks, through water barriers, under highways, in urban sewers for communications when laid in combination with other engineering communications should be subjected to physical control methods. The length of controlled sections of pipelines at sections of crossings should be taken at least as follows:
for railways- the distance between the axes of the extreme tracks and 40 m from them in each direction;
for highways- the width of the embankment along the sole or excavation along the top and 25 m from them in each direction;
for water barriers - within the boundaries of the underwater crossing, determined by Sec. 6SNiP 2.05.06-85;
for other engineering communications - the width of the crossed structure, including its drainage devices, plus at least 4 m on each side of the extreme boundaries of the crossed structure.
3.40. Welded seams should be rejected if cracks, unwelded craters, burns, fistulas, as well as lack of penetration at the root of the seam made on the backing ring are found during physical inspection.
When checking welds by radiographic method, the following are considered acceptable defects:
pores and inclusions, the dimensions of which do not exceed the maximum allowable according to GOST 23055-78 for the 7th class of welded joints;
lack of penetration, concavity and excess penetration at the root of the weld, made by electric arc welding without a backing ring, the height (depth) of which does not exceed 10% of the nominal wall thickness, and the total length is 1/3 of the inner perimeter of the joint.
3.41. If unacceptable defects in welds are detected by physical methods of control, these defects should be eliminated and a second quality control of the doubled number of welds compared to that specified in Art. If unacceptable defects are detected during the re-inspection, all joints made by this welder should be checked.
3.42. Weld sections with unacceptable defects are subject to correction by local sampling and subsequent welding (as a rule, without overwelding the entire welded joint), if the total length of the samples after removing the defective sections does not exceed the total length specified in GOST 23055-78 for the 7th class.
Correction of defects in the joints should be done by arc welding.
Undercuts should be corrected by surfacing thread rollers with a height of no more than 2 - 3 mm. Cracks less than 50 mm long are drilled at the ends, cut out, carefully cleaned and welded in several layers.
3.43. The results of checking the quality of welded joints of steel pipelines by physical control methods should be documented in an act (protocol).
CAST IRON PIPING
3.44. Installation of cast-iron pipes manufactured in accordance with GOST 9583-75 should be carried out with sealing of socket joints with hemp resin or bituminized strand and device asbestos-cement lock, or only sealant, and pipes produced in accordance with TU 14-3-12 47-83, rubber cuffs supplied complete with pipes without a lock device.
Compound asbestos-cement mixtures for the device of the lock, as well as sealant is determined by the project.
3.45. The gap between the stop surface of the socket and the end of the pipe to be connected (regardless of the material of the joint seal) should be taken, mm, for pipes with a diameter of up to 300 mm - 5, over 300 mm - 8-10.
3.46. The dimensions of the elements for sealing the butt joint of cast-iron pressure pipes must correspond to values given in.
Table 1
Embedding depth, mm |
|||
when using hemp or sisal strand |
when making a lock |
using only sealants |
|
100-150 |
25 (35) |
||
200-250 |
40 (50) |
||
400-600 |
50 (60) |
||
800-1600 |
55 (65) |
||
2400 |
70 (80) |
||
3.53. Sealing of butt joints of folded non-pressure reinforced concrete and concrete pipes with smooth ends should be carried out in accordance with the project.
3.54. The connection of reinforced concrete and concrete pipes with pipeline fittings and metal pipes should be carried out using steel inserts or reinforced concrete fittings made according to the project.
PIPING FROM CERAMIC PIPES
3.55. The size of the gap between the ends of the stacked ceramic pipes(regardless of the material for sealing joints) should be taken, mm: for pipes with a diameter of up to 300 mm - 5 - 7, for large diameters - 8 - 10.
3.56. Butt joints of pipelines made of ceramic pipes should be sealed with hemp or sisal bituminized strand followed by the installation of a lock from a cement mortar grade B7, 5, asphalt (bituminous) mastic and polysulfide (thiokol) sealants, if other materials are not provided by the project. The use of asphalt mastic is allowed at a temperature of the transported waste liquid of not more than 40 ° C and in the absence of bitumen solvents in it.
The main dimensions of the elements of the butt joint of ceramic pipes must correspond to the values \u200b\u200bgiven in.
Table 3
3.57. The sealing of pipes in the walls of wells and chambers must ensure the tightness of the joints and the water tightness of wells in wet soils.
PIPING FROM PLASTIC PIPES*
3.58. The connection of pipes made of high-pressure polyethylene (LDPE) and low-pressure polyethylene (HDPE) between themselves and with fittings should be carried out with a heated tool using the method of flash butt welding or socket welding. Welding between pipes and fittings made of polyethylene of various types (HDPE and LDPE) is not allowed.
3.5 9. For welding, installations (devices) should be used that ensure the maintenance of the parameters of technological modes in accordance with OST 6-19-505-79 and other regulatory and technical documentation approved in accordance with the established procedure.
3.60. Welders are allowed to weld pipelines from LDPE and HDPE if they have documents for the right to perform welding of plastics.
3.61. Welding of pipes made of LDPE and HDPE is allowed to be carried out at an outside air temperature of at least minus 10 ° C. At a lower outside air temperature, welding should be carried out in insulated rooms.
When performing welding work, the welding site must be protected from the effects of precipitation and dust.
3.62. Pipe connection made of PVC(PVC) between each other and with fittings should be carried out by gluing in-line (with the use of m glue brand GI PK-127 in accordance with TU 6-05-251-95-79) and using rubber cuffs supplied as a set with pipes.
3.63. Glued joints should not be subjected to mechanical stress for 15 minutes. Pipelines with adhesive joints should not be subjected to hydraulic tests within 24 hours.
3.64. Bonding work should be carried out at an outdoor temperature of 5 to 35 °C. The place of work must be protected from the effects of precipitation and dust.
4. PIPELINE CROSSINGS THROUGH NATURAL AND ARTIFICIAL OBSTACLES
4.1. Construction of crossings of pressure pipelines for water supply and sewerage through water barriers (rivers, lakes, reservoirs, canals), underwater pipelines to water intakes and sewer outlets within the channel of reservoirs, as well as underground crossings through ravines, roads (roads and railways, including metro lines and tram tracks) and urban passages should be carried out by specialized organizations in accordance with the requirements SNiP 3.02.01-87,SNiP III-42-80(section 8) and this section.
4.2. Methods for laying pipeline crossings through natural and artificial barriers are determined by the project.
4.3. The laying of underground pipelines under the roads should be carried out with constant mine surveying and geodetic control of the construction organization for compliance with the planned and high-altitude positions of the cases and pipelines provided for by the project.
4.4. Deviations of the axis of protective cases of transitions from the design position for gravity free-flow pipelines should not exceed:
vertically - 0.6% of the length of the case, provided that the design slope is ensured;
horizontally - 1% of the length of the case.
For pressure pipelines, these deviations should not exceed 1 and 1.5% of the case length, respectively.
5. WATER SUPPLY AND SEWERAGE FACILITIES
SURFACE WATER INTAKE FACILITIES
5.1. The construction of structures for the intake of surface water from rivers, lakes, reservoirs and canals should be carried out, as a rule, by specialized construction and installation organizations in accordance with the project.
5.2. Prior to the commencement of the construction of the foundation for the channel water intakes, their center axes and marks of temporary benchmarks should be checked.
WATER WELLS
5.3. In the process of drilling wells, all types of work and key indicators (driving, diameter of the drilling tool, fastening and extraction of pipes from the well, grouting, water level measurements and other operations) should be reflected in the drilling log. At the same time, the name of the rocks passed, color, density (strength), fracturing, granulometric rock composition, water content, the presence and size of a "plug" during the sinking of quicksand, the water level that appeared and became established in all aquifers encountered, the absorption of flushing fluid. Measurement of the water level in wells during drilling should be done before the start of each shift. In flowing wells, water levels should be measured by extending pipes or measuring water pressure.
5.4. In the process of drilling, depending on the actual geological section, it is allowed, within the limits of the aquifer established by the project, by the drilling organization to adjust the depth of the well, diameters and landing depth of technical columns without changing the operating diameter of the well and without increasing the cost of work. Changes to the design of the well should not worsen its sanitary condition and productivity.
5.5. Samples should be taken one by one from each layer of rock, and in a homogeneous layer - after 10 m.
By agreement with the design organization, rock samples may not be taken from all wells.
5.6. Isolation of the exploited aquifer in the well from unused aquifers should be carried out with the drilling method:
rotational - by annular and annulus grouting of casing strings to the levels provided by the project:
percussion - by crushing and driving the casing string into a layer of natural dense clay to a depth of at least 1 m or by carrying out under-shoe cementation by creating a cavity with an expander or an eccentric bit.
5.7. To ensure the project granulometric According to the composition of the well filter bedding material, clayey-sandy fractions should be removed by washing, and the washed material should be disinfected before backfilling.
5.8. The exposure of the filter during its backfilling should be carried out by raising the casing string each time by 0.5 - 0.6 m after backfilling the well by 0.8 - 1 m in height. The upper boundary of the backfill must be at least 5 m higher than the working part of the filter.
5.9. After completion of drilling and installation of a filter, water wells must be tested by pumping performed continuously during the time provided for by the project.
Before starting pumping, the well must be cleaned of cuttings and pumped, as a rule, by an airlift. In fissured rock and gravel and pebble in aquifers, pumping should start from the maximum design drawdown, and in sandy rocks, from the minimum design drawdown. The value of the minimum actual decrease in the water level should be within 0.4 - 0.6 of the maximum actual.
In the event of a forced stoppage of works on pumping water, if the total time stop exceeds 10% of the total design time for one drop in water level, the pumping of water for this drop should be repeated. In the case of pumping out from wells equipped with a packed filter, the amount of shrinkage of the packing material should be measured during pumping once a day.
5.10. The flow rate (productivity) of wells should be determined by measuring capacity with the time of its filling at least 45 s. It is allowed to determine the flow rate using weirs and water meters.
The water level in the well should be measured with an accuracy of 0.1% of the depth of the measured water level.
The flow rate and water levels in the well should be measured at least every 2 hours during the entire pumping time specified by the project.
Control measurements of the depth of the well should be made at the beginning and at the end of pumping in the presence of a representative of the customer.
5.11. During the pumping process, the drilling organization must measure the water temperature and take water samples in accordance with GOST 18963-73 and GOST 4979-49 with their delivery to the laboratory to check the water quality in accordance with GOST 2874-82.
The quality of cementation of all casing strings, as well as the location of the working part of the filter, should be checked by geophysical methods. mouth self-flowing wells at the end of drilling must be equipped with a valve and a fitting for a pressure gauge.
5.12. Upon completion of drilling a water well and testing it by pumping water, the top of the production pipe must be welded with a metal cover and have a threaded hole for a plug bolt to measure the water level. The design and drilling numbers of the well, the name of the drilling organization and the year of drilling should be marked on the pipe.
In order to operate the well, in accordance with the project, it must be equipped with instruments for measuring water levels and flow rates.
5.13. Upon completion of drilling and testing by pumping out a water well, the drilling organization must transfer it to the customer in accordance with the requirements SNiP 3.01.04-87, as well as samples of breeds passed and documentation (passport), including:
geological and lithological section with well design corrected according to geophysical survey data;
certificates for laying a well, installing a filter, cementing casing strings;
a summary log with the results of its interpretation, signed by the organization that performed the geophysical work;
a logbook of observations of water pumping from a water well;
data on the results of chemical, bacteriological analyzes and organoleptic water indicators according to GOST 2874-82 and the conclusion of the sanitary and epidemiological service.
Documentation before delivery to the customer must be agreed with the design organization.
CAPACITY FACILITIES
5.14. When installing concrete and reinforced concrete monolithic and prefabricated capacitive structures, in addition to the requirements of the project, the requirements of SNiP 3.03.01-87 and these rules should also be met.
5.15. Backfilling of soil into the sinuses and backfilling of capacitive structures must be carried out, as a rule, mechanized after laying communications to the capacitive structures, carrying out hydraulic test structures, elimination of identified defects, waterproofing of walls and ceilings.
5.16. After the completion of all types of work and the concrete gaining design strength, a hydraulic test of capacitive structures is carried out in accordance with the requirements.
5.17. Mounting drainage distribution systems of filtering structures are allowed to be carried out after a hydraulic test of the structure's capacity for tightness.
5.18. round holes in pipelines for the distribution of water and air, as well as for the collection of water, should be drilled in accordance with the class indicated in the project.
Deviations from the design width of the slotted holes in polyethylene pipes should not exceed 0.1 mm, and from the design length of the gap in the light ± 3 mm.
5.19. Deviations in the distances between the axes of the couplings of the caps in the distribution and discharge systems of filters should not exceed ± 4 mm, and in the marks of the top of the caps (along the cylindrical ledges) - ± 2 mm from the design position.
5.20. Weir edge marks in water distribution and collection devices (gutters, trays, etc.) must comply with the project and must be aligned with the water level.
When installing overflows with triangular cutouts, the deviations of the marks of the bottom of the cutouts from the design ones should not exceed ± 3 mm.
5.21. On the inner and outer surfaces of the gutters and channels for collecting and distributing water, as well as for collecting precipitation, there should be no shells and growths. Trays of gutters and channels must have a slope specified by the project in the direction of water (or sediment) movement. The presence of sites with a reverse slope is not allowed.
5.22. It is allowed to lay the filter load in facilities for water purification by filtration after a hydraulic test of the tanks of these facilities, flushing and cleaning of the pipelines connected to them, individual testing of the operation of each of the distribution and assembly systems, measuring and locking devices.
5.23. Materials of the filter load placed in water purification facilities, including biofilters, according to granulometric composition must comply with the project or the requirements of SNiP 2.04.02-84 and SNiP 2.04.03-85.
5.24. The deviation of the layer thickness of each fraction of the filter load from the design value and the thickness of the entire load should not exceed ± 20 mm.
5.25. After completion of work on laying the loading of the filtering facility for drinking water supply, the facility should be washed and disinfected, the procedure for which is presented in the recommended one.
5.26. Installation of combustible structural elements of wooden sprinklers, water trapping gratings, air guides shields and baffles of fan cooling towers and splash pools should be carried out after completion of welding work.
6. ADDITIONAL REQUIREMENTS FOR THE CONSTRUCTION OF PIPELINES AND WATER SUPPLY AND SEWERAGE FACILITIES IN SPECIAL NATURAL AND CLIMATIC CONDITIONS
6.1. During the construction of pipelines and water supply and sewerage facilities in special natural and climatic conditions, the requirements of the project and this section should be observed.
6.2. Temporary water supply pipelines, as a rule, must be laid on the surface of the earth in compliance with the requirements for laying permanent water supply pipelines.
6.3. The construction of pipelines and structures on permafrost soils should be carried out, as a rule, at negative outdoor temperatures with the preservation of frozen foundation soils. In the case of the construction of pipelines and structures at positive outdoor temperatures, it is necessary to keep the foundation soils in a frozen state and prevent violations of them. temperature and humidity mode set by the project.
The preparation of the base for pipelines and structures of ice-saturated soils should be carried out by thawing them to the design depth and compaction, as well as by replacing ice-saturated soils with thawed compacted soils in accordance with the design.
The movement of vehicles and construction machines in the summer should be carried out on roads and access roads built in accordance with the project.
6.4. The construction of pipelines and structures in seismic regions should be carried out using the same methods and methods as in normal construction conditions, but with the implementation of the measures provided for by the project to ensure their seismic resistance. Joints of steel pipelines and fittings should be welded only by electric arc methods and the quality of welding should be checked by their physical control methods in the amount of 100%.
During the construction of reinforced concrete capacitive structures, pipelines, wells and chambers, cement mortars with plasticizing additives should be used in accordance with the project.
6.5. All work to ensure the seismic resistance of pipelines and structures performed during the construction process should be reflected in the work log and in the certificates of survey of hidden works.
6.6. When backfilling the sinuses of capacitive structures under construction in undermined territories, the safety of expansion joints should be ensured.
The gaps of the expansion joints over their entire height (from the bottom of the foundations to the top above the foundation parts of structures) must be cleared of soil, construction debris, concrete influx, mortar and formwork waste.
All the main special work, including: installation of compensators, arrangement of sliding joints in foundation structures and expansion joints; anchoring and welding in places where swivel joints of ties-struts are installed; device for passing pipes through the walls of wells, chambers, capacitive structures.
6.7. Pipelines in swamps should be laid in a trench after water has been drained from it or in a trench flooded with water, subject to acceptance in accordance with the project necessary measures against their float.
The pipeline strings should be dragged along the trench or moved afloat with plugged ends.
Laying of pipelines on fully compacted dams must be carried out as in normal soil conditions.
6.8. During the construction of pipelines on settled soils, pits for butt joints should be made by compacting the soil.
7. TESTING OF PIPING AND STRUCTURES
PRESSURE PIPING
7.1. If there is no indication in the project on the method of testing, pressure pipelines are subject to strength and tightness testing, as a rule, by hydraulic method. Depending on the climatic conditions in the construction area and in the absence of water, a pneumatic test method can be used for pipelines with an internal design pressure P p , not more than:
underground cast iron asbestos-cement and concrete glands - 0.5 MPa (5 kgf / cm 2);
underground steel - 1.6 MPa (16 kgf / cm 2);
elevated steel - 0.3 MPa (3 kgf / cm 2).
7.2. Testing of pressure pipelines of all classes should be carried out by a construction and installation organization, as a rule, in two stages:
first- a preliminary test for strength and tightness, performed after backfilling the sinuses with soil tamping to half the vertical diameter and powdering of pipes in accordance with the requirements of SNiP 3.02.01-87 with butt joints left open for inspection; this test can be performed without the participation of representatives of the customer and the operating organization with the drawing up of an act approved by the chief engineer of the construction organization;
second-the acceptance (final) test for strength and tightness should be carried out after the pipeline is completely backfilled with the participation of representatives of the customer and the operating organization with the preparation of an act on the test results in the form of mandatory or.
Both stages of the test must be carried out before the installation of hydrants, plungers, safety valves, instead of which flange plugs should be installed during the test. preliminary pipeline testing, available for inspection in working order or subject to immediate backfilling during the construction process (work in winter, in cramped conditions), with appropriate justification in the projects, it is allowed not to produce.
7.3. Pipelines of underwater crossings are subject to preliminary testing twice: on a slipway or site after welding pipes, but before applying anti-corrosion insulation to welded joints, and again - after laying the pipeline in a trench in the design position, but before backfilling with soil.
The results of preliminary and acceptance tests should be drawn up in an act in the form of a mandatory one.
7.4. Pipelines laid at crossings over railways and highways of categories I and II are subject to preliminary testing after laying the working pipeline in a case (casing) until the annular space of the case cavity is filled and before filling the working and receiving pits of the transition.
7.5. Values of the internal design pressure Р Р and test pressure R and for carrying out preliminary and acceptance tests of pressure pipelines for strength must be determined by the project in accordance with the requirements of SNiP 2.04.02-84 and specified in the working documentation.
The value of the test pressure for tightness Р g for both preliminary and acceptance tests of the pressure pipeline must be equal to the value of the internal design pressure Р р plus the value Р, taken in accordance with the upper limit of pressure measurement, accuracy class and pressure gauge scale division. In this case, the value of P g should not exceed the value of the acceptance test pressure of the pipeline for strength P and.
7.6* Pipelines made of steel, cast iron, reinforced concrete and asbestos-cement pipes, regardless of the method of testing, should be tested with a length of less than 1 km - at one time; with a greater length - in sections of no more than 1 km. The length of the test sections of these pipelines with the hydraulic method of both tests is allowed to be taken over 1 km, provided that the value of the allowable flow rate of pumped water should be determined as for a section 1 km long.
Pipelines made of HDPE, HDPE and PVC pipes, regardless of the test method, should be tested with a length of no more than 0.5 km at a time, with a longer length - in sections of no more than 0.5 km. With appropriate justification, the project allows testing of these pipelines at one time with a length of up to 1 km, provided that the value of the allowable flow rate of pumped water should be determined as for a section 0.5 km long.
Seasonal life in the country or permanent residence in the private sector involve work on the land in one volume or another. Green spaces require water, even a grassy lawn with watering will look much nicer than rare islands of withered grass, and it is impossible to solve everyday household problems without water. There are two ways to solve the problem of irrigation or water supply:
- connect to central water supply, if any;
- either dig a well or drill a well.
Central water supply is a priority for cities and urban-type settlements, but what to do if this is not possible. In this case, the way out is to dig a well, or drill a well. Today we consider types of wells, as well as general rules their devices and equipment.
Even from the school curriculum, we know about the water cycle in nature. Water has the ability not only to circulate in the soil, but also to accumulate in certain layers of the earth, where clay or basalt deposits create a natural shield for further movement of moisture. This shield has its own name - a water-resistant horizon. From the depth of its formation and accumulation of moisture, there is the following division, which has practical significance:
- Verkhvodnaya - in this case, the water actually lies in the soil no lower than 4 meters from the surface of the earth;
- Subsoil - the depth of finding is not more than 10 meters;
- Ground - up to 40 meters;
- Artesian - more than 40 meters.
Note! In some cases, artesian water is at a depth of hundreds of meters.
General requirements for wells
A little later, the varieties of wells and the features of their construction will be disassembled, but there are general rules both for choosing a construction site and for the rules for operating and maintaining these structures. Here they are:
- Wells are built at a sufficient distance from outdoor toilets, cesspools, and sewer pipes;
- It is desirable to build wells on a hill, to prevent the ingress of atmospheric moisture and other possible pollution;
- Construction work is carried out in the summer, best of all in July-August, when the level of groundwater is the lowest;
- The use of water for domestic needs is possible only after laboratory tests, with mandatory microbiological testing;
- Regardless of the type of well, an earthen castle is built near it to a depth of at least 3 meters, the width of this castle, as well as the depth of the cushion of crushed stone and gravel that lines the bottom of the structure, is 25 centimeters;
- Cleaning the well involves checking for gas contamination of the mine or shaft. It's produced in the following way: a burning candle descends inward, if the flame burns evenly - everything is fine, there is no gas. Otherwise, the gas is burned out either by burning torches or bundles of lit straw;
- Disinfection of a shaft or shaft, like water of dubious quality, is carried out once a quarter, in the summer it can be carried out monthly with 2-3% of a clarified chlorine solution, with exposure - a day. Consumption - a bucket of solution per cube of water.
Types of structures and possible materials
The equipment of places where water accumulates involves several construction techniques, as well as the use all kinds of materials available in a specific region, as well as by price. Types of wells:
- Ascending structures are key;
- Downstream counterparts are key;
- Mine wells;
- Pipe wells.
By type of materials used. Apply:
- Clay, crushed stone, sand and pebbles- these natural materials go to the formation of castles and lining the bottom of the structure;
Our help! When using pumps to supply water to a house, bathhouse, or other structure, these components can fill the filter coarse cleaning water, except clay of course.
- Wood. Here, a rounded log of at least 12 cm in diameter is used, while oak, larch will be the optimal species for contact with water, but cheap conifers are quite suitable for laying an external non-contact superstructure;
- Stone, brick, reinforced concrete structures, the latter, as a rule, are tubular in nature to form the trunk of the structure.
Note! When drilling a well to obtain artesian water in most cases, you will not need anything other than steel pipes, but here the technology involves special machines and equipment, and pricing is for each meter of land traveled, although everything is invested in the price per meter - both the cost of work and the price of material.
Rising type of spring water
In this case, it is assumed that there is a key whose strength is sufficient to fill the tank. In this case, the general rules for the construction of such a well are as follows:
- The trunk is formed from any material;
- The space between the trunk and the ground is filled with clay - a castle is formed;
- The bottom of the structure is lined with a cushion of gravel and rubble;
- If the source fills the entire tank, then a special chute is provided to drain excess water, which is equipped with a fine mesh from the inside to avoid debris and the penetration of animals and insects;
- The top of the structure, called the head, is completed with a special cover.
Downstream analog
It is assumed that the source itself is not too deep and its strength is not enough to raise the water to a sufficient height. Unlike the previous structure, there are two features:
- First Feature- before entering the well shaft, a sump is formed, which is separated from the main shaft by a partition;
- Second feature- the bottom of the shaft is lined with the same material as the shaft. If it's a wooden shaft, then it's a tree, if it's a stone structure, then it's a stone.
Mines for water
These structures have several basic components that are present regardless of what material the well itself is built from. These include:
- Head - the outer part of the well, which is equipped with a protective cover, formwork (30-40 cm wider than the lock diameter), as well as a bucket lowering system, a canopy;
- Shaft - a part of the mine that can temporarily come into contact with water;
- Water intake - up to 2 meters deep - this part of the mine has constant contact with water and is formed by materials with increased water resistance;
- Zumpf - this block can be called emergency, it is designed to receive water when it comes "intermittently".
Features when using different materials for construction:
- Wood - in this case, there are several features of laying the material:
- The formation of a well resembles the construction of a house from logs, the same pins, the same techniques for forming corners “in the paw” or “in the corner”, the same check of the laying level with a plumb;
- Caulking is not used - it quickly rots and spoils the quality of water, protection against suction of moisture from the ground is provided clay castle;
Note! There is one feature that is very difficult to implement without skills. To avoid distortion of the structure, it is recommended that every 5th or 6th row be laid with logs 20 cm longer than usual. A pit for a log house is dug wider than the protruding log parts. The difficulty lies in the fact that when lowering the log house, it can be led to prevent this from happening, the logs are fixed with temporary brackets.
- Reinforced concrete rings. It is not difficult to recruit the body of the structure with them, the installed ring is leveled, then they dig under it and install 4 identical supports and the earth is completely removed until the ring sits evenly on the supports. Rings are lowered lower in a lowering way.
- Structures made of stone and brick. The technique of their laying is very similar, while the thickness of the layer depends on the depth of the structure and can be from 25 to 40 cm. The nuances here are as follows:
- In addition to laying the walls, three frames are being prepared, which will play the role of a frame. For greater similarity, they are fastened to each other using metal rods with nuts, 6 from the bottom to the intermediate and from the top to the intermediate. As a result, we have 6 holes in the upper and lower structures and 12 in the intermediate;
- Bricklaying takes place in a circle, for which a pattern of the required size is prepared, you can use plywood for its manufacture;
- Each 4-5 layer is reinforced with metal wire with a diameter of 4-5 mm.
Finally
Wells can be equipped with filters and pumps to supply water to the house, but in this case you have to worry about additional insulation especially the headband.
4.3.6. For lining the walls of the well, concrete or reinforced concrete rings are primarily recommended. In their absence, the use of stone, brick, wood is allowed. The stone (brick) for lining the walls of the well must be strong, without cracks, non-staining water and laid in the same way as concrete or reinforced concrete rings on cement mortar (cement of high grades that does not contain impurities).
4.3.7. When building log cabins, certain types of wood in the form of logs or beams should be used: for the crowns of the above-water part of the log house? spruce or pine, for the water intake part of the log house? larch, alder, elm, oak. The timber must be good quality, peeled, straight, healthy, without deep cracks and wormholes, not infected with a fungus, harvested in 5-6 months.
4.3.8. The water intake part of the well serves for inflow and accumulation ground water. It should be deepened into the aquifer for better opening of the reservoir and increasing the flow rate. To ensure a large influx of water into the well, the lower part of its walls may have holes or be arranged in the form of a tent.
4.3.9. To prevent soil bulging from the bottom of the well by ascending groundwater flows, the appearance of turbidity in the water and to facilitate cleaning, a return filter should be poured at the bottom of the well.
4.3.10. To descend into the well during repair and cleaning, cast-iron brackets must be embedded in its walls, which are staggered at a distance of 30 cm from each other.
4.3.11. The rise of water from mine wells is carried out using various devices and mechanisms. The most acceptable from a hygienic point of view is the use of pumps of various designs (manual and electric). If it is impossible to equip the well with a pump, it is allowed to install a gate with one or two handles, a gate with a wheel for one or two buckets, a “crane” with a public, firmly attached bucket, etc. The size of the bucket should approximately correspond to the volume of the bucket so that water can be poured from it into buckets presented no difficulty.
4.4. Requirements for the device of tubular wells
4.4.1. Tubular wells are designed to obtain groundwater from aquifers occurring at various depths, and are shallow (up to 8 m) and deep (up to 100 m or more). Tubular wells consist of a casing pipe (pipes) of various diameters, a pump and a filter.
4.4.2. Small tubular wells (Abyssinian) can be of individual and public use; deep (artesian wells), as a rule, for public use.
Note:device and equipment requirements artesian wells set out in SanPiN 3.05.04-85 "External networks and facilities for water supply and sewerage".
4.4.3. When equipping tubular wells (filters, protective nets, pump parts, etc.), the materials included in the "List of materials, reagents and small-sized cleaning devices permitted State Committee Sanitary and Epidemiological Supervision of the Russian Federation for Application in the Practice of Domestic and Drinking Water Supply.
4.4.4. The head of the tubular well should be 0.8-1.0 m above the ground, hermetically closed, have a casing and drain pipe equipped with a hook for hanging a bucket. Around the head of the well, blind areas are arranged (see clause 3.3.4) and a bench for buckets.
4.4.5. The rise of water from a tubular well is carried out using manual or electric pumps.
4.5. Requirements for the device of capturing springs
4.5.1. Captures are designed to collect groundwater that comes out to the surface from ascending or descending springs (springs) and are specially equipped catchment chambers of various designs.
4.5.2. Water intake from ascending springs is carried out through the bottom of the capturing chamber, from descending? through holes in the chamber wall.
4.5.3. Capture chambers of descending springs must have watertight walls (except for the wall from the side of the aquifer) and a bottom, which is achieved by building a “castle” of crumpled, rammed clay. The chambers of ascending springs are equipped with a clay "castle" along the entire perimeter of the walls. The material of the walls can be concrete, brick or wood of certain species (see paragraphs 4.3.6 and 4.3.7).
4.5.4. Capture chambers must have a neck with a hatch and a lid, be equipped with water intake and overflow pipes, have an emptying pipe with a diameter of at least 100 mm, ventilation pipe and must be placed in special ground structures in the form of a pavilion or booth. The area around the dam must be fenced off.
4.5.5. The water intake pipe must be equipped with a crane with a hook for hanging a bucket and be led out 1-1.5 m from the cappation. A bench for buckets is arranged under the crane. On the ground, at the end of the intake and overflow pipes, a paved tray is arranged to drain excess water into the ditch.
4.5.6. The mouth of the capturing chamber must be insulated and rise above the ground by at least 0.8 m. To protect the capturing chamber from flooding with surface water, blind areas made of brick, concrete or asphalt should be equipped with a slope towards the drainage ditch.
4.5.7. In order to protect the capturing chamber from sand drift, a return filter is arranged on the side of the water flow, and to free water from suspension, the capturing chamber is divided by an overflow wall into two compartments: one? for settling water and its subsequent purification from sediment, the second? for the intake of clarified water.
4.5.8. Doors and hatches, as well as steps or brackets, must be installed in the chamber wall for inspection, cleaning and disinfection of capping. The entrance to the chamber should not be arranged above the water, but taken out to the side so that pollution from the threshold or legs does not fall into the water. Doors and hatches should be of sufficient height and dimensions to allow easy access to the capturing chamber.
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The sewerage system is very ancient history, therefore, its design and technology of arrangement are brought to a very high quality state. This article will address the main issues related to the use of sewer wells in the sewer system.
The normative act regulating the requirements for sewer wells and the procedure for their installation is SNiP 2.04.03-85 “Sewerage. External networks and structures”. The document displays all factors related to sewer wells, including their location, classification, dimensions and performance characteristics.
For the arrangement of sewage in a private area, it is imperative to use manholes, placing them on the pipeline section between the building and the wastewater receiver. In addition, one of options disposal of wastewater after passing through the septic tank is a filter sewer well.
Manholes must be installed not only in private households, but also on local sewer systems. The installation site should be located behind the so-called red building line, which is a conditional boundary that divides the target area into certain segments. The SNiP states that sewer wells must be installed every 35 meters if the pipeline diameter is up to 150 mm, or every 50 meters - with a pipeline with a cross section of 200 mm.
In addition, manholes are installed if the system contains:
- twists and turns;
- changes in pipe diameter or slope;
- branches of the structure.
Brick, concrete or reinforced concrete is used to make stone sewer wells, and rubble stone is used to create filter wells. Polymer wells can be made of PVC, polypropylene or polyethylene. In addition to structures made from a single material, there are structures on the market made from compounds of various resources.
According to SNiP, the dimensions of sewer wells vary as follows:
- when using pipelines with a diameter of up to 150 mm - at least 700 mm;
- up to 600 mm - 1000 mm;
- up to 700 mm - 1250 mm;
- from 800 to 1000 mm - 1500 mm;
- from 1200 - 2000 mm;
- from 1500 mm with a system laying depth of 3 m.
The order of actions will look like this:
- first, the place on the site where the well will be located is precisely determined;
- then the selected area is cleared of any plants (bushes, trees, etc.);
- if necessary, buildings located on the construction site are demolished or transferred;
- it is very important to ensure unhindered access to the site.
As a rule, a pit is created according to this principle:
- first of all, a hole of the required dimensions is dug;
- next, the bottom is cleaned;
- it is imperative to check for compliance with the depth of laying the structure and the angles of the slopes of the walls of the pit;
- in case of stone structures at the bottom of the pit, you need to lay a 20-cm waterproofing layer, ramming it as tightly as possible.
The device of sewer wells made of concrete
When the preparatory work is completed, the process of mounting the well begins.In the case of concrete or reinforced concrete structure the arrangement of the sewer well will look like this:
- first, the base is prepared, for which a monolithic slab or a 100 mm concrete pad is used;
- further, trays are installed in sewer wells that need to be reinforced metal mesh;
- pipe ends are sealed with concrete and bitumen;
- inner surface concrete rings must be insulated with bitumen;
- when the tray hardens enough, it is possible to lay the rings of the well itself into it and mount the floor slab, for which cement mortar is used;
- all seams between structural elements must be treated with a solution;
- after grouting with concrete, it is necessary to provide the seams with good waterproofing;
- tray being processed cement plaster;
- at the pipe connection points, a clay lock is arranged, which should be 300 mm wider than the outer diameter of the pipeline and 600 mm higher;
- one of the final steps is to check the design for operability, for which the entire system is completely filled with water. If no leaks appear after a day, then the system is functioning normally;
- then the walls of the well are filled up, and all this is compacted;
- a blind area of 1.5 meters wide is installed around the well;
- all visible seams are treated with bitumen.
The device of a sewer well made of concrete rings, described above, is no different from the arrangement brick construction, with the only difference that in the latter, concreting is replaced by brickwork. The rest of the workflow will look the same.
In addition to the tray, one or more conditions may be required to equip the overflow well:
- riser installation;
- water tower installation;
- arrangement of a water-breaking element;
- creation of a practical profile;
- pit arrangement.
Thus, the composition of the differential well includes:
- riser;
- water pillow;
- metal plate at the base;
- intake funnel.
According to regulatory enactments, the device of a well for sewerage is justified in such situations:
- if the pipeline needs to be laid at a shallower depth;
- if the main highway crosses other communication networks located underground;
- if necessary, adjust the speed of movement of effluents;
- in the last flooded well, immediately before the discharge of wastewater into the water intake.
- if there is a large difference in heights between the optimal depth of the sewer at the site and the level of the wastewater discharge point into the receiver (this option is often justified, since laying the pipeline at a shallower depth allows you to perform less work);
- in the presence of engineering networks located in the underground space and crossing sewer system;
- if there is a need to control the rate of movement of wastewater in the system. Too high speed has a bad effect on the self-cleaning of the system from deposits on the walls, as well as too low speed - in this case, deposits will accumulate too quickly, and the use of fast current is required to eliminate them. Its meaning is to increase the fluid flow rate in a small section of the pipeline.
Connecting the pipeline to the wells
Pipes are connected to the well, depending on what soils are on the site. In the case of dry soils, the connection is made using cement and an asbestos-cement mixture. To install pipes to wells on wet soils, a resin strand and a waterproofing layer must be added to these materials. These methods are only suitable for arranging the system on non-subsidence soils.If the soil on the territory can move, then the pipes must be connected movably, for which each of them is wrapped with a plastic waterproofing packing. If necessary, a metal sleeve can be used to arrange the packing in its internal space.
Plastic wells for sewerage
Recently, plastic structures are increasingly replacing stone wells from their positions. Plastic sewer wells are much more convenient: they are easier to install, they do not require a large volume preparatory work, and their performance characteristics are at a sufficient level (more: ""). There is an opinion that their strength qualities leave much to be desired, but in practice this statement has not been confirmed, because wells are usually not subjected to too high loads.
Another advantage of plastic wells is the possibility of reducing the dimensions of the viewing window. For example, to replace a concrete well with a meter diameter, it will be enough to install a plastic 30 cm analogue, which is also much easier to maintain. Installing plastic sewer rings is easy and simple.
The installation of plastic structures is also simplified due to their low weight and versatility: the device of plastic sewer wells provides for the presence of inlets and outlets for pipes, which cannot be said about concrete structures in which the connectors have to be made independently. All these advantages indicate that it would be much more reasonable for private households to use plastic wells.
Conclusion
There are different designs of sewer wells, and the choice of a suitable device depends on the wishes of the owner of the site. This article answers the question of how a sewer well is arranged, and helps to choose the best option.