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 VC. 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 regulatory document, one should take into account the approved changes to building codes and regulations and state standards published in the Bulletin of Construction Equipment magazine of the USSR Gosstroy and the information index "State Standards of the USSR" of Gosstandart.

* 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 norms and rules, standards and departmental regulations 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. Installation of pipelines must 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. Flare-type pipes of non-pressure pipelines should, as a rule, be laid with a flare up the slope.

3.5. The straightness of 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 of circular cross section, the circle visible 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 mountainous 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 the installation of pipelines in conditions of low outdoor temperatures, it is not allowed to use it in a frozen state.

3.12. Sealing and “locking” materials, as well as sealants according to the project, should be used to seal (seal) the butt joints of pipelines.

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 the concrete or brick stops must be tightly filled with concrete mixture or cement mortar.

3.16. Protection of steel and reinforced concrete pipelines from 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. Welders are allowed to weld joints of steel pipelines 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 outside air 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 the adjacent zones 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% of the total number of joints to be controlled.

3.35. During 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.

Weld quality according to results external examination considered satisfactory if 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 over railway and tram tracks, through water barriers, under highways, in urban sewers for communications when combined with other pipelines should be subjected to physical control methods. engineering communications. 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 the 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 not 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 manufactured in accordance with TU 14-3-12 47-83, rubber cuffs supplied complete with pipes without a lock device.

Composition 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

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. 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 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 course 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 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 assembly 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:

shock - 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, pumping out 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 slotted holes in polyethylene pipes should not exceed 0.1 mm, and from the design length of the slot 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 while maintaining frozen ground grounds. 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.

Inspection certificates for concealed work should document all major special works, including: installation of expansion joints, arrangement of sliding joints in foundation structures and expansion joints; 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 about 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 may be carried out without the participation of representatives of the customer and the operating organization with drawing up 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 must 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. The values ​​of the internal design pressure P P and test pressure P and for carrying out preliminary and acceptance tests of the pressure pipeline for strength must be determined by the project in accordance with the requirements of SNiP 2.04.02-84 and indicated 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 Р g should not exceed the value of the acceptance test pressure of the pipeline for strength Р 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.

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 the inflow and accumulation of groundwater. 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:requirements for the arrangement and equipment of artesian wells are set out in SanPiN 3.05.04-85 "External networks and water supply and sewerage facilities".

4.4.3. When equipping tubular wells (filters, protective nets, pump parts, etc.), materials included in the "List of materials, reagents and small-sized treatment devices approved by the State Committee for Sanitary and Epidemiological Supervision of the Russian Federation for use in the practice of domestic and drinking water supply" should be used.

4.4.4. The head of the tubular well should be 0.8-1.0 m above the ground, hermetically sealed, have a casing and a 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, a 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.

Today, few people want to live in a country house or in a country house, in which there are absolutely no amenities, even elementary ones. Sewerage makes country life much more comfortable and pleasant, as well as safer, because if the cesspool is not properly organized, plants and groundwater can be infected. In this article, we will look at how device sewer well from concrete rings or plastic containers.

Even before the start of work, of course, a scheme of the sewer well and the entire sewer system must be drawn up, moreover, the device must be carried out taking into account the norms of SNiP. Only if this condition is met can all errors be avoided. And then the sewer will serve you for many years without a single problem.

Types of wells

At the first stages of planning, the following activities are carried out:

• The location must be determined drain well. For this, a site located below the level of residential buildings and at a sufficient distance from the house is suitable.
• Then you need to select the point where the sewer pipe, going downhill, will leave your house.
• Now a drawing of a sewer well on a scale is being drawn up. This drawing shows the dimensions of the pipes. In addition, the number of connections must be counted. The quality of the entire sewer system will largely depend on the accuracy of the measurements.
• After the sewer well scheme is ready, you can calculate the amount of materials needed.

To begin with, consider what types of sewer wells exist. This will determine which structures will include the sewer system of the site. It may include the following types of wells:

• Lookout, which is necessary to control the system.
• Differential, which is required in places with a strong drop in pipes.
• Swivel, which is placed in the places where the pipes turn to avoid blockages.
• Filtration, necessary for wastewater treatment.
• Accumulative - for accumulation of drains.

Advice! Often, one structure can perform several functions at once.

If you look at the section of a sewer well, then it will usually include elements such as working chamber, neck and hatch. In addition, a tray device should be provided to ensure more convenient maintenance of the system.

If the sewer has a long pipeline, then the creation of manholes cannot be avoided. Its main function, as already noted, is to ensure the convenience of cleaning the system and unhindered monitoring of the sewer system.

Advice! According to existing standards, the distance from the first manhole to the sewer outlet should not be more than 12 meters, but it should not be closer than 3 meters from the house. All others should be placed at a distance of 15 meters.

Rotary are used in the event that a straight line arrangement of the pipeline cannot be avoided. In the place where the pipe turns, a rotary well is installed. Note that the swivel type trays have special form. Rotary at the same time can be used as viewing.

Drop well device

Note that the device of differential type sewer wells is required if the natural relief of the site does not allow laying the pipeline with the angle of inclination that is required.

As a rule, its scheme will differ from a conventional viewing or rotary well by the presence of a descent. But if the difference is insignificant, this detail could be dispensed with.

The drop can be done by yourself. To do this, you will need a straight cross, pipe and elbow. There are connect plastic pipes, then the knee should reach 45̊, if cast iron, then the angle should be 135̊. The drop is attached to the wall of the well with clamps.

Advice! A cross at the top of the lowering is mandatory, because, otherwise, when a blockage forms, it will be quite difficult to clean.

Drain well device

Note that depending on the type of tray arrangement will vary. The drain is a reservoir for the accumulation and primary treatment of wastewater and has a number of features:

• When choosing a location for a drain well, it is necessary to take into account the existing sanitary rules, according to which the distance between it and the foundation of the house should be at least five meters.
• The drain well should be located as far as possible from the water intake. With sandy soils, the distance should be at least 50 meters, with clay soils - at least 20 meters.
• As a rule, they are tanks of square or round shape. The bottom is filled with concrete.

• It is important to ensure that the walls and bottom are as tight as possible so that raw sewage does not enter the soil.
• Drainage wells must be cleaned of sewage with sludge pumps.

Advice! More advanced sewer systems, which are based on staged wastewater treatment, require cleaning much less frequently.

• As a rule, they are made of brick, concrete or reinforced concrete rings. You can also use improvised materials, but it will not last long and repair of sewer wells will often be required.

• The walls of the drain well must be plastered with cement. The bottom is covered with concrete. It must also be sealed with a layer of greasy clay. The ceiling is best made of reinforced concrete slabs.

Often, the owners of a country house have a question about how to make a sewer well from reinforced concrete rings. Indeed, the use of prefabricated reinforced concrete rings in construction speeds up the process of creating sewers:

• To create a well made of reinforced concrete, you first need to prepare the bottom. To do this, you first need to make a pillow of crushed stone, which is first compacted and then filled with mortar.
• Reinforced concrete rings are laid on the finished bottom. Their number directly depends on the volume of the future well. As a rule, 3-5 rings are used.

Advice! Reinforced concrete rings are very heavy, so you will have to involve special equipment to install them.

• To achieve tightness, the seams between all rings must be coated with a special solution.

Finished plastic containers

One of the most easy option creation of storage wells is the use of ready-made plastic tanks. Previously, they were not used, because the plastic could not withstand severe frosts. However, thanks to the invention of new types of plastic, this problem has been solved.

By choosing this option, you greatly simplify your work, since their installation is very simple. Plastic tanks are available with ready-made holes for pipes and different volumes depending on your needs.

The device of storage wells made of plastic is almost no different from classic wells. But they are easier to install than, for example, reinforced concrete rings, since plastic container has less weight and pre-drilled holes. In reinforced concrete blanks, holes will have to be punched independently. Advantages:

1. Strength, resistance to aggressive environments.
2. Complete tightness of the design, which ensures the environmental safety of such containers.
3. Ease of installation and maintenance.
4. Resistance to temperature extremes from +70̊С to -50̊С, which makes it possible to effectively use such containers in adverse climate conditions.

The device of filter wells

And the filter well becomes the last element of the local sewer system. In this design, wastewater enters after passing through preliminary treatment through the chambers of the septic tank. When planning the construction of a filter well for a country house or cottage, you need to take into account all the features:

1. When constructing the bottom, the concrete should not be laid in a continuous layer, but only along the perimeter of the bottom, while leaving the soil completely free in the center. As a result, the bottom ring will rest on the concrete base, but the bottom itself will not interfere with drainage.
2. Also, to carry out additional filtration of wastewater, drainage holes are made in the lower compartment at a distance of 5-10 cm. If brick construction is carried out, then gaps are left in the tub.
3. At the bottom, the filter material is covered with a layer about a meter thick. It can be gravel, crushed stone or broken brick. The same backfill is done outside along its perimeter. The inlet pipe should be located at a height of about 50 cm from the upper layer of the filter material, which is closed with a water baffle board so that the liquid jet does not wash away the layer.

How can a well be masked?

No less interesting is the question of how to disguise wells. After all, the place for them is chosen not for reasons of beauty, but I want the appearance suburban area not injured. It may turn out that he just ruins the whole look. But finding a way out is not so difficult - just decorate it. However, one condition must be observed.

When decorating a well, you should always leave access to it. That is, it is necessary to use removable decor items, and it is also important to leave the ventilation pipe and the ventilation hatch free. There are several ways to decorate:

1. It can be covered with ornamental shrubs.
2. Removable flower beds look good, which can be easily removed at any time.
3. On top of the well can be installed light frame from wire and decorate it with climbing plants.
4. On top you can put an artificial stone. Natural boulder cannot be used due to its enormous weight.

We hope that the article answered all your basic questions on arranging various types of sewer wells, and now you can do all the work yourself.