SNiP 3.05.01-85

BUILDING REGULATIONS

INTERNAL

SANITARY SYSTEMS

Date of introduction 1986-07-01

DEVELOPED by the State Design Institute Proektpromventiliya and the All-Union Scientific Research Institute of Hydromechanization, Sanitary-Technical and Special Construction Works (VNIIGS) of the USSR Ministry of Montazhspetsstroy (Candidate of Technical Sciences P.A. Ovchinnikov - topic leader; E.N. Zaretsky, L.G. Sukhanova, V.S. Nefedova; candidates of technical sciences A.G. Yashkul, G.S. Shkalikov).

INTRODUCED by the USSR Ministry of Montazhspetsstroy.

PREPARED FOR APPROVAL BY Glavtekhnormirovanie Gosstroy USSR (N.A. Shishov).

APPROVED by Decree of the USSR State Committee for Construction Affairs dated December 13, 1985 N 224.

With the entry into force of SNiP 3.05.01-85 “Internal sanitary systems”, SNiP III-28-75 “Sanitary equipment of buildings and structures” loses its force.

These rules apply to the installation of internal systems of cold and hot water supply, heating, sewerage, drains, ventilation, air conditioning (including pipelines to ventilation units), boiler rooms with steam pressure up to 0.07 MPa (0.7 kgf/sq.cm ) and water temperatures up to 388°K (115°C) during the construction and reconstruction of enterprises, buildings and structures, as well as for the manufacture of air ducts, assemblies and parts from pipes.

1. GENERAL PROVISIONS

1.1. Installation of internal sanitary systems should be carried out in accordance with the requirements of these rules, SN 478-80, as well as SNiP 3.01.01-85, SNiP III-4-80, SNiP III-3-81, standards, technical specifications and plant instructions - equipment manufacturers.

When installing and manufacturing components and parts of heating systems and pipelines to ventilation units (hereinafter referred to as “heat supply”) with water temperatures above 388 K (115 ° C) and steam with a working pressure of more than 0.07 MPa (0.7 kgf/sq. cm) you should also follow the Rules for the Construction and Safe Operation of Steam and Hot Water Pipelines, approved by the USSR State Technical Supervision Authority.

1.2. Installation of internal sanitary systems and boiler rooms must be carried out using industrial methods from pipeline units, air ducts and equipment supplied complete in large blocks.

When installing coatings on industrial buildings from large blocks, ventilation and other sanitary systems should be installed in the blocks before installing them in the design position.

Installation of sanitary systems should be carried out when the object (occupancy) is ready for construction in the amount of:

for industrial buildings - the entire building with a volume of up to 5000 cubic meters and part of the building with a volume of over 5000 cubic meters, which, based on location, includes a separate production room, workshop, bay, etc. or a complex of devices (including internal drains, heating point, ventilation system, one or more air conditioners, etc.);

for residential and public buildings up to five floors - a separate building, one or several sections; over five floors - 5 floors of one or more sections.

1.3. Before installation of internal sanitary systems begins, the general contractor must complete the following work:

installation of interfloor ceilings, walls and partitions on which sanitary equipment will be installed;

construction of foundations or sites for the installation of boilers, water heaters, pumps, fans, air conditioners, smoke exhausters, air heaters and other sanitary equipment;

construction of building structures for ventilation chambers of supply systems;

installation of waterproofing in places where air conditioners, supply ventilation chambers, and wet filters are installed;

construction of trenches for sewerage outlets to the first wells and wells with trays from the building, as well as laying inputs for external communications of sanitary systems into the building;

installation of floors (or appropriate preparation) in places where heating devices are installed on stands and fans installed on spring vibration isolators, as well as “floating” bases for installing ventilation equipment;

arrangement of supports for installing roof fans, exhaust shafts and deflectors on building surfaces, as well as supports for pipelines laid in underground channels and technical undergrounds;

preparation of holes, grooves, niches and nests in foundations, walls, partitions, floors and coatings necessary for laying pipelines and air ducts;

drawing on the internal and external walls of all rooms auxiliary marks equal to the design marks of the finished floor plus 500 mm;

installation of window frames, and in residential and public buildings - window sill boards;

plastering (or cladding) the surfaces of walls and niches in places where sanitary and heating appliances are installed, pipelines and air ducts are laid, as well as plastering the surface of grooves for hidden installation of pipelines in external walls;

preparation of installation openings in walls and ceilings for the supply of large equipment and air ducts;

installation in accordance with the working documentation of embedded parts in building structures for fastening equipment, air ducts and pipelines;

ensuring the possibility of turning on power tools, as well as electric welding machines, at a distance of no more than 50 m from one another;

glazing of window openings in external fences, insulation of entrances and openings.

1.4. General construction, sanitary and other special work should be performed in sanitary facilities in the following order:

preparation for floors, plastering of walls and ceilings, installation of beacons for the installation of ladders;

installation of fastening means, laying of pipelines and carrying out their hydrostatic or pressure testing;

waterproofing of floors;

priming walls, installing clean floors;

installation of bathtubs, brackets for washbasins and mounting parts for flush cisterns;

first painting of walls and ceilings, tiling;

installation of washbasins, toilets and flush cisterns;

second painting of walls and ceilings;

installation of water fittings.

Construction, sanitary and other special work in ventilation chambers must be carried out in the following order:

preparation for floors, installation of foundations, plastering of walls and ceilings;

arrangement of installation openings, installation of crane beams;

work on the installation of ventilation chambers;

waterproofing of floors;

installation of heaters with piping;

installation of ventilation equipment and air ducts and other sanitary and electrical work;

water filling test of the irrigation chamber tray;

insulation work (heat and sound insulation);

finishing work (including sealing holes in ceilings, walls and partitions after laying pipelines and air ducts);

installation of clean floors.

When installing sanitary systems and carrying out related civil works, there should be no damage to previously completed work.

1.5 The dimensions of holes and grooves for laying pipelines in floors, walls and partitions of buildings and structures are taken in accordance with recommended Appendix 5, unless other dimensions are provided for by the project.

1.6. Welding of steel pipes should be done by any method regulated by standards.

The types of welded joints of steel pipelines, the shape, and structural dimensions of the weld must comply with the requirements of GOST 16037-80.

Welding of galvanized steel pipes should be carried out with self-shielding wire grade Sv-15GSTYUTSA with Se in accordance with GOST 2246-70 with a diameter of 0.8-1.2 mm or electrodes with a diameter of no more than 3 mm with a rutile or calcium fluoride coating, if the use of other welding materials is not agreed upon according to established order.

The connection of galvanized steel pipes, parts and assemblies by welding during installation and at the procurement plant should be carried out under the condition of ensuring local suction of toxic emissions or cleaning of the zinc coating to a length of 20 - 30 mm from the joining ends of the pipes, followed by coating the outer surface of the weld and the heat-affected zone with paint, containing 94% zinc dust (by weight) and 6% synthetic binders (polysterol, chlorinated rubber, epoxy resin).

When welding steel pipes, parts and assemblies, the requirements of GOST 12.3.003-75 must be met.

The connection of steel pipes (non-galvanized and galvanized), as well as their parts and assemblies with a nominal diameter of up to 25 mm inclusive, at the construction site should be done by lap welding (with one end of the pipe spreading out or a threadless coupling). Butt joints of pipes with a nominal diameter of up to 25 mm inclusive can be performed at procurement plants.

When welding, threaded surfaces and flange surfaces must be protected from splashes and drops of molten metal.

The weld should be free of cracks, cavities, pores, undercuts, unwelded craters, as well as burns and leaks of the deposited metal.

Holes in pipes with a diameter of up to 40 mm for welding pipes must be made, as a rule, by drilling, milling or cutting out on a press.

The diameter of the hole must be equal to the internal diameter of the pipe with a permissible deviation of +1 mm.

1.7. Installation of sanitary systems in complex, unique and experimental buildings should be carried out in accordance with the requirements of these rules and special instructions in the working documentation.

2. PREPARATION WORK

Manufacturing of pipeline components and parts

made of steel pipes

2.1. The manufacture of pipeline components and parts from steel pipes should be carried out in accordance with technical specifications and standards. Manufacturing tolerances should not exceed the values ​​​​specified in table. 1.

Table 1

	Tolerance value (deviations)
Deviation: from the perpendicularity of the ends of the cut pipes workpiece length	No more than 2° ±2 mm for lengths up to 1 m and ±1 mm for each subsequent meter
Dimensions of burrs in holes and ends cut pipes	No more than 0.5 mm
Ovality of pipes in the bending zone	No more than 10%
Number of threads with incomplete or broken threads
Thread length deviation: short

2.2. The connection of steel pipes, as well as parts and assemblies made from them, should be performed by welding, threads, union nuts and flanges (to fittings and equipment).

Galvanized steel pipes, assemblies and parts must be connected, as a rule, on threads using galvanized steel connecting parts or non-galvanized ductile iron, on union nuts and flanges (to fittings and equipment).

For threaded connections of steel pipes, cylindrical pipe threads should be used, made in accordance with GOST 6357-81 (accuracy class B) by rolling on light pipes and cutting on ordinary and reinforced pipes.

When making threads using the rolling method on a pipe, it is allowed to reduce its internal diameter by up to 10% along the entire length of the thread.

2.3. Turns of pipelines in heating and heat supply systems should be performed by bending pipes or using seamless welded bends made of carbon steel in accordance with GOST 17375-83.

2.4. In cold and hot water supply systems, turns of pipelines should be performed by installing elbows in accordance with GOST 8946-75, bends or bending pipes. Galvanized pipes should only be bent when cold.

For pipes with a diameter of 100 mm or more, the use of bent and welded bends is allowed. The minimum radius of these bends must be at least one and a half nominal diameter of the pipe.

When bending welded pipes, the weld seam should be located on the outside of the pipe blank and at an angle of at least 45 degrees. to the bending plane.

2.5. Weld welding on curved sections of pipes in heating elements of heating panels is not allowed.

2.6. When assembling units, threaded connections must be sealed.

As a sealant for threaded connections at temperatures of the transported medium up to 378 K (105 ° C), inclusive, tape made of fluoroplastic sealing material (FUM) or flax strands impregnated with red lead or white mixed with drying oil should be used.

As a sealant for threaded connections at temperatures of the moving medium above 378 K (105°C) and for condensation lines, FUM tape or asbestos strand together with flax strands, impregnated with graphite mixed with drying oil, should be used.

FUM tape and flax strands should be applied in an even layer along the thread and not protrude in or out of the pipe.

As a sealant for flange connections at a temperature of the transported medium of no more than 423 K (150°C), paronite with a thickness of 2-3 mm or fluoroplastic-4 should be used, and at a temperature of no more than 403 K (130°C) - gaskets made of heat-resistant rubber.

For threaded and flanged connections, other sealing materials are also allowed, ensuring the tightness of the connections at the design temperature of the coolant and approved in the prescribed manner.

2.7. The flanges are connected to the pipe by welding.

Deviation from the perpendicularity of the flange welded to the pipe relative to the pipe axis is allowed up to 1% of the outer diameter of the flange, but not more than 2 mm.

The surface of the flanges must be smooth and free of burrs.

The bolt heads should be located on one side of the connection.

On vertical sections of pipelines, the nuts must be placed at the bottom.

The ends of the bolts, as a rule, should not protrude from the nuts by more than 0.5 bolt diameters or 3 thread pitches.

The end of the pipe, including the flange-to-pipe welding seam, must not protrude beyond the flange face.

Gaskets in flange connections must not overlap the bolt holes.

Installation of multiple or angled gaskets between flanges is not permitted.

2.8. Deviations in the linear dimensions of assembled units should not exceed ±3 mm for a length of up to 1 m and ±1 mm for each subsequent meter.

2.9. Assemblies of sanitary systems must be tested for leaks at the place of their manufacture.

Pipeline assemblies of heating systems, heat supply, internal cold and hot water supply, including those intended for embedding in heating panels, valves, taps, gate valves, mud traps, air collectors, elevators, etc. must be subjected to hydrostatic (hydraulic) or bubble ( pneumatic) method in accordance with GOST 25136-82 and GOST 24054-80.

2.10. In the hydrostatic method of testing for leaks, air is completely removed from the units, filled with water at a temperature of at least 278 K (5°C) and kept under test

pressure that the connections can withstand at normal operating temperature under operating conditions.

If dew appears on the pipeline during testing, the test should be continued after it has dried or wiped off.

Sewage units made of steel pipes and flush pipes to high-mounted tanks should be maintained under a test overpressure of 0.2 MPa (2 kgf/sq.cm) for at least 3 minutes.

Pressure drop during testing is not allowed.

2.11. Assemblies made of steel pipes of sanitary systems are considered to have passed the test if there are no drops or spots of water on the surface and at the joints of which there will be no drop in pressure.

Valves, gate valves and faucets are considered to have passed the test if no drops of water appear on the surface and in the places of the sealing devices after turning the control devices twice (before testing).

2.12. With the bubble method of testing for leaks, pipeline components are filled with air with an excess pressure of 0.15 MPa (1.5 kgf/sq.cm), immersed in a bath of water and held for at least 30 s.

Assemblies that have passed the test are those which, when tested, do not produce air bubbles in the water bath.

Tapping connections, turning control devices and eliminating defects during testing are not allowed.

2.13. The outer surface of units and parts made of non-galvanized pipes, with the exception of threaded connections and the surface of the flange mirror, must be coated with a primer at the manufacturer, and the threaded surface of units and parts must be coated with anti-corrosion lubricant in accordance with the requirements of TU 36-808-85.

Manufacturing of sewerage system components

2.14. Before assembling into units, the quality of cast iron sewer pipes and fittings should be checked by external inspection and light tapping with a wooden hammer.

The deviation from the perpendicularity of the ends of the pipes after cutting should not exceed 3 degrees.

At the ends of cast iron pipes, cracks of no more than 15 mm in length and waviness of the edges of no more than 10 mm are allowed.

Before sealing joints, the ends of the pipes and sockets must be cleaned of dirt.

2.15. The joints of cast iron sewer pipes must be sealed with impregnated hemp rope in accordance with GOST 483-75 or impregnated tape tow in accordance with GOST 16183-77, followed by filling with molten lump or ground sulfur in accordance with GOST 127-76 with the addition of enriched kaolin in accordance with GOST 19608-84, or gypsum-alumina expanding cement in accordance with GOST 11052-74, or other sealing and joint-filling materials approved in the prescribed manner.

The sockets of pipes intended for the passage of aggressive wastewater should be sealed with tarred hemp rope or impregnated tape tow, followed by filling with acid-resistant cement or other material resistant to aggressive influences, and in revisions, install gaskets made of heat-freeze, acid-alkali-resistant rubber of the TMKShch brand in accordance with GOST 7338-77.

2.16. Deviations of the linear dimensions of units made of cast iron sewer pipes from detail drawings should not exceed ±10 mm.

2.17. Sewage system components made of plastic pipes should be manufactured in accordance with CH 478-80.

Manufacturing of metal air ducts

2.18. Air ducts and parts of ventilation systems must be manufactured in accordance with the working documentation and duly approved technical specifications.

2.19. Air ducts made of thin-sheet roofing steel with a diameter and a larger side size of up to 2000 mm should be made spiral-locked or straight-seam on seams, spiral-welded or straight-seam welded, and air ducts with a side size of more than 2000 mm should be made of panels (welded, glue-welded).

Air ducts made of metal plastic should be made on seams, and from stainless steel, titanium, as well as sheet aluminum and its alloys - on seams or welding.

2.20. Steel sheets less than 1.5 mm thick should be overlap welded, and 1.5-2 mm thick should be overlapped or butt welded. Sheets thicker than 2 mm must be butt welded.

2.21. For welded joints of straight sections and shaped parts of air ducts made of thin-sheet roofing and stainless steel, the following welding methods should be used: plasma, automatic and semi-automatic submerged arc or in a carbon dioxide environment, contact, roller and manual arc.

For welding air ducts made of sheet aluminum and its alloys, the following welding methods should be used:

argon-arc automatic - with a consumable electrode;

argon-arc manual - non-consumable electrode with filler wire;

To weld titanium air ducts, argon arc welding with a consumable electrode should be used.

2.22. Air ducts made of sheet aluminum and its alloys with a thickness of up to 1.5 mm should be made on seams, with a thickness from 1.5 to 2 mm - on seams or welding, and with a sheet thickness of more than 2 mm - on welding.

Longitudinal seams on air ducts made of thin-sheet roofing and stainless steel and sheet aluminum with a diameter or larger side size of 500 mm or more must be secured at the beginning and end of the air duct section by spot welding, electric rivets, rivets or clamps.

Seams on air ducts, regardless of metal thickness and manufacturing method, must be made with a cutoff.

2.23. The end sections of seam seams at the ends of air ducts and in the air distribution openings of plastic air ducts must be secured with aluminum or steel rivets with an oxide coating, ensuring operation in aggressive environments specified in the working documentation.

Seam seams must have the same width along their entire length and be uniformly tightly seated.

2.24. There should be no cross-shaped seam connections in seam ducts, as well as in cutting charts.

2.25. On straight sections of rectangular air ducts with a side cross-section of more than 400 mm, stiffeners should be made in the form of ridges with a pitch of 200-300 mm along the perimeter of the duct or diagonal bends (ridges). If the side is more than 1000 mm, in addition, it is necessary to install external or internal rigidity frames, which should not protrude into the air duct by more than 10 mm. The stiffening frames must be securely fastened by spot welding, electric rivets or rivets.

On metal-plastic air ducts, the stiffening frames must be installed using aluminum or steel rivets with an oxide coating, ensuring operation in aggressive environments specified in the working documentation.

2.26. Elements of shaped parts should be connected to each other using ridges, folds, welding, and rivets.

Elements of shaped parts made of metal-plastic should be connected to each other using folds.

Zig connections for systems transporting air of high humidity or mixed with explosive dust are not allowed.

2.27. The connection of air duct sections should be made using a wafer-type method or using flanges. Connections must be strong and tight.

2.28. The flanges on the air ducts should be secured by flanging with a persistent zig, by welding, by spot welding or by rivets with a diameter of 4-5 mm, placed every 200-250 mm, but with no less than four rivets.

Flanges on metal-plastic air ducts should be secured by flanging with a persistent zig.

In air ducts transporting aggressive media, securing flanges using zigs is not allowed.

If the wall thickness of the air duct is more than 1 mm, the flanges can be mounted on the air duct without flanging by tack welding and subsequent sealing of the gap between the flange and the air duct.

2.29. The flanging of air ducts in places where flanges are installed should be carried out in such a way that the bent flange does not cover the holes for bolts in the flanges.

The flanges are installed perpendicular to the axis of the air duct.

2.30. Regulating devices (gates, throttle valves, dampers, air distributor control elements, etc.) must be easy to close and open, and also be fixed in a given position.

The damper engines must fit snugly against the guides and move freely in them.

The throttle valve control handle must be installed parallel to its blade.

2.31. Air ducts made of non-galvanized steel, their connecting fasteners (including the internal surfaces of the flanges) must be primed (painted) at the procurement plant in accordance with the project (detailed design).

The final painting of the outer surface of the air ducts is carried out by specialized construction organizations after their installation.

Ventilation blanks must be equipped with parts for connecting them and means of fastening.

Complete set and preparation for installation of sanitary equipment, heating devices, components and parts of pipelines

2.32. The procedure for the transfer of equipment, products and materials is established by the Rules on capital construction contracts, approved by the Council of Ministers of the USSR, and the Regulations on the relationship of organizations - general contractors with subcontractors, approved by a resolution of the USSR State Construction Committee and the USSR State Planning Committee.

2.33. Assemblies and parts made from pipes for sanitary systems must be transported to sites in containers or packages and have accompanying documentation.

A plate must be attached to each container and package with the marking of the packaged units in accordance with the current standards and technical specifications for the manufacture of products.

2.34. Fittings, automation devices, instrumentation, connecting parts, fastening devices, gaskets, bolts, nuts, washers, etc. that are not installed on parts and assemblies must be packaged separately, and the markings of the container must indicate the designations or names of these products.

2.35. Cast iron sectional boilers should be delivered to construction sites in blocks or packages, pre-assembled and tested at manufacturing plants or at procurement enterprises of installation organizations.

Water heaters, air heaters, pumps, central and individual heating points, water metering units should be supplied to facilities under construction in transportable assembly-complete units with fastening means, piping, shut-off valves, gaskets, bolts, nuts and washers.

2.36. Sections of cast iron radiators should be assembled into devices on nipples using sealing gaskets:

made of heat-resistant rubber 1.5 mm thick at coolant temperatures up to 403 K (130°C);

from paronite with a thickness of 1 to 2 mm at a coolant temperature of up to 423 K (150 ° C).

2.37. Rearranged cast iron radiators or blocks of cast iron radiators and finned pipes must be tested using the hydrostatic method at a pressure of 0.9 MPa (9 kgf/sq.cm) or the bubble method at a pressure of 0.1 MPa (1 kgf/sq.cm). The results of bubble tests are not grounds for making quality claims to manufacturers of cast iron heating devices.

Steel radiator blocks must be tested using the bubble method at a pressure of 0.1 MPa (1 kgf/sq.cm).

Convector blocks must be tested using the hydrostatic method with a pressure of 1.5 MPa (15 kgf/sq.cm) or the bubble method with a pressure of 0.15 MPa (1.5 kgf/sq.cm).

The test procedure must comply with the requirements of paragraphs. 2.9-2.12.

After the test, water must be removed from the heating units.

Heating panels after hydrostatic testing must be purged with air, and their connecting pipes must be closed with inventory plugs.

3. INSTALLATION AND ASSEMBLY WORKS

General provisions

3.1. The connection of galvanized and non-galvanized steel pipes during installation should be carried out in accordance with the requirements of sections 1 and 2 of these rules.

Detachable connections on pipelines should be made at the fittings and where necessary according to the conditions of pipeline assembly.

Detachable connections of pipelines, as well as fittings, inspections and cleaning must be located in places accessible for maintenance.

3.2. Vertical pipelines should not deviate from the vertical by more than 2 mm per 1 m of length.

3.3. Uninsulated pipelines of heating systems, heat supply, internal cold and hot water supply should not be adjacent to the surface of building structures.

The distance from the surface of the plaster or cladding to the axis of uninsulated pipelines with a nominal diameter of up to 32 mm inclusive with open installation should be from 35 to 55 mm, for diameters of 40-50 mm - from 50 to 60 mm, and for diameters more than 50 mm - accepted according to working documentation.

The distance from pipelines, heating devices and heaters with a coolant temperature above 378 K (105 °C) to structures of buildings and structures made of combustible (combustible) materials, determined by the project (detailed design) according to GOST 12.1.044-84, must be at least 100 mm.

3.4. Fastening means should not be located at pipeline junctions.

Sealing of fastenings using wooden plugs, as well as welding of pipelines to fastening means are not allowed.

The distance between the means of fastening steel pipelines in horizontal sections must be taken in accordance with the dimensions indicated in the table. 2, unless otherwise indicated in the working documentation.

table 2

Pipe diameter, mm	Maximum distance, m, between pipeline fastening means
	non-insulated	isolated

3.5. Means for fastening risers made of steel pipes in residential and public buildings with a floor height of up to 3 m are not installed, and for a floor height of more than 3 m, fastening means are installed at half the height of the floor.

Means for fastening risers in industrial buildings should be installed every 3 m.

3.6. The distances between the means of fastening cast-iron sewer pipes when laying them horizontally should be no more than 2 m, and for risers - one fastening per floor, but not more than 3 m between the fastening means.

Fastening means should be located under the sockets.

3.7. Connections to heating devices with a length of more than 1500 mm must have fastenings.

3.8. Sanitary and heating fixtures must be installed plumb and level.

Sanitary cabins must be installed on a level base.

Before installing sanitary cabins, it is necessary to check that the level of the top of the sewer riser of the underlying cabin and the level of the preparatory foundation are parallel.

The installation of sanitary cabins should be done so that the axes of the sewer risers of adjacent floors coincide.

The connection of sanitary cabins to ventilation ducts must be made before laying the floor slabs for a given floor.

3.9. Hydrostatic (hydraulic) or manometric (pneumatic) testing of pipelines when laying hidden pipelines must be carried out before they are closed with the drawing up of a survey report for hidden work in the form of mandatory Appendix 6 of SNiP 3.01.01-85.

Testing of insulated pipelines should be carried out before applying insulation.

3.10. Heating systems, heat supply, internal cold and hot water supply, boiler house pipelines upon completion of their installation must be washed with water until it comes out without mechanical suspensions.

Flushing of domestic and drinking water supply systems is considered complete after the release of water that meets the requirements of GOST 2874-82 "Drinking Water".

Internal cold and hot water supply

3.11. The installation height of water fittings (distance from the horizontal axis of the fittings to sanitary fixtures, mm) should be taken as follows:

water taps and mixers from the sides of sinks - by 250, and from the sides of sinks - by 200;

toilet taps and mixers from the sides of washbasins - by 200.

Installation height of taps from the finished floor level, mm:

water taps in bathhouses, toilet flush taps, inventory sink faucets in public and medical institutions, bath faucets - 800;

faucets for viduars with oblique outlet - 800, with direct outlet -1000;

mixers and sinks for oilcloth in medical institutions, general mixers for bathtubs and washbasins, elbow mixers for surgical washbasins - 1100;

taps for washing floors in toilets of public buildings - 600;

shower mixers - 1200.

Shower screens should be installed at a height of 2100-2250 mm from the bottom of the screen to the level of the finished floor. Deviations from the dimensions specified in this paragraph should not exceed 20 mm.

Note. For sinks with backs that have holes for taps, as well as for sinks and washbasins with table-top fittings, the installation height of the taps is determined by the design of the device.

3.12. The sockets of pipes and fittings (except for double-socket couplings) must be directed against the movement of water.

The joints of cast iron sewer pipes during installation must be sealed with tarred hemp rope or impregnated tape tow, followed by caulking with a cement mortar of a grade of at least 100 or pouring a solution of gypsum-alumina expanding cement or molten and heated to a temperature of 403-408 K (130-135 ° C) sulfur with by adding 10% enriched kaolin according to GOST 19608-84 or GOST 19607-74.

It is allowed to use other sealing and joint-filling materials, approved in accordance with the established procedure.

During the installation period, the open ends of pipelines and drainage funnels must be temporarily closed with inventory plugs.

3.13. Sanitary fixtures should be attached to wooden structures with screws.

The toilet outlet should be connected directly to the socket of the outlet pipe or to the outlet pipe using a cast iron, polyethylene pipe or rubber coupling.

The outlet pipe socket for a direct outlet toilet must be installed flush with the floor.

3.14. Toilet bowls should be secured to the floor with screws or glued with glue. When fastening with screws, a rubber gasket should be installed under the base of the toilet.

Gluing must be carried out at a room temperature of at least 278 K (5°C).

To achieve the required strength, glued toilet bowls must be kept without load in a stationary position until the adhesive joint becomes strong for at least 12 hours.

3.15. The installation height of sanitary fixtures from the finished floor level must correspond to the dimensions indicated in the table. 3.

Table 3

Sanitary fixtures	Installation height from level clean floor, mm
	in residential, public and industrial
Washbasins (up to the top of the side)
Sinks and sinks (up to the top of the side)
High-mounted flush cisterns for toilets (to the bottom of the tank)
Wall-mounted urinals (up to the side)
Flush pipes to tray urinals (from the bottom of the tray to the axis of the pipe)
Hanging drinking fountains (up to the side)

Notes: 1. Permissible deviations in the installation height of sanitary fixtures for free-standing fixtures should not exceed ±20 mm, and for group installation of similar fixtures +/- 5 mm.

2. The flush pipe for washing the urinal tray should be directed with its holes towards the wall at an angle of 45° downwards.

3. When installing a common mixer for a washbasin and bathtub, the installation height of the washbasin is 850 mm to the top of the side.

4. The installation height of sanitary fixtures in medical institutions should be taken as follows, mm:

cast iron inventory sink (up to the top of the sides) - 650;

washing for oilcloths - 700;

viduar (to the top) - 400;

tank for disinfectant solution (to the bottom of the tank) - 1230.

5. The installation height of sanitary fixtures in preschool institutions should be taken in accordance with SNiP II-64-80.

3.16. In domestic premises of public and industrial buildings, the installation of a group of washbasins should be provided on a common stand.

3.17. Before testing sewerage systems, in order to protect them from contamination, the bottom plugs in siphons must be removed, and the cups in bottle siphons must be removed.

Heating. Heat supply and boiler rooms

3.18. The slopes of the lines to the heating devices should be made from 5 to 10 mm per length of the line in the direction of movement of the coolant. For line lengths up to 500 mm, the pipes should not be sloped.

3.19. Connections to smooth steel, cast iron and bimetallic finned pipes should be made using flanges (plugs) with eccentrically located holes to ensure free removal of air and drainage of water or condensate from the pipes.

For steam connections, concentric connection is allowed.

3.20. Radiators of all types should be installed at distances, mm, not less than: 60 - from the floor, 50 - from the bottom surface of the window sill boards and 25 - from the surface of the plaster walls.

In the premises of medical, preventive and children's institutions, radiators should be installed at a distance of at least 100 mm from the floor and 60 mm from the wall surface.

If there is no window sill board, a distance of 50 mm should be taken from the top of the device to the bottom of the window opening.

When laying pipelines openly, the distance from the surface of the niche to the heating devices should ensure the possibility of laying connections to the heating devices in a straight line.

3.21. Convectors must be installed at a distance:

at least 20 mm from the surface of the walls to the fins of the convector without casing;

close or with a gap of no more than 3 mm from the wall surface to the fins of the heating element of a wall-mounted convector with a casing;

at least 20 mm from the wall surface to the casing of the floor convector.

The distance from the top of the convector to the bottom of the window sill must be at least 70% of the depth of the convector.

The distance from the floor to the bottom of a wall-mounted convector with or without a casing must be at least 70% and no more than 150% of the depth of the installed heating device.

If the width of the protruding part of the window sill from the wall is more than 150 mm, the distance from its bottom to the top of convectors with a casing must be no less than the lifting height of the casing necessary to remove it.

Connecting convectors to heating pipelines should be done by threading or welding.

3.22. Smooth and ribbed pipes should be installed at a distance of at least 200 mm from the floor and window sill board to the axis of the nearest pipe and 25 mm from the plaster surface of the walls. The distance between the axes of adjacent pipes must be at least 200 mm.

3.23. When installing a heating device under a window, its edge on the riser side, as a rule, should not extend beyond the window opening. In this case, the combination of the vertical axes of symmetry of heating devices and window openings is not necessary.

3.24. In a one-pipe heating system with one-sided connection of heating devices, the open riser should be located at a distance of 150 ± 50 mm from the edge of the window opening, and the length of the connections to the heating devices should be no more than 400 mm.

3.25. Heating appliances should be installed on brackets or on stands manufactured in accordance with standards, specifications or working documentation.

The number of brackets should be installed at the rate of one per 1 sq.m of heating surface of a cast iron radiator, but not less than three per radiator (except for radiators in two sections), and for finned pipes - two per pipe. Instead of upper brackets, it is allowed to install radiator strips, which should be located at 2/3 of the height of the radiator.

The brackets should be installed under the radiator necks, and under the finned pipes - at the flanges.

When installing radiators on stands, the number of the latter should be 2 - for the number of sections up to 10 and 3 - for the number of sections more than 10. In this case, the top of the radiator must be secured.

3.26. The number of fasteners per convector block without casing should be:

for single-row and double-row installation - 2 fastenings to the wall or floor;

for three-row and four-row installations, 3 fastenings to the wall or 2 fastenings to the floor.

For convectors supplied complete with mounting means, the number of fastenings is determined by the manufacturer in accordance with the standards for convectors.

3.27. Brackets for heating devices should be fastened to concrete walls with dowels, and to brick walls - with dowels or by sealing the brackets with cement mortar of a grade of at least 100 to a depth of at least 100 mm (without taking into account the thickness of the plaster layer).

The use of wooden plugs for embedding brackets is not allowed.

3.28. The axes of the connected risers of wall panels with built-in heating elements must coincide during installation.

The connection of risers should be carried out using lap welding (with one end of the pipe spreading out or connecting with a threadless coupling).

The connection of pipelines to air heaters (heaters, heating units) must be made using flanges, threads or welding.

The suction and exhaust openings of heating units must be closed before they are put into operation.

3.29. Valves and check valves must be installed in such a way that the medium flows under the valve.

Check valves must be installed horizontally or strictly vertically, depending on their design.

The direction of the arrow on the body must coincide with the direction of movement of the medium.

3.30. The spindles of double adjustment valves and regulating walk-through valves should be installed vertically when heating devices are located without niches, and when installed in niches - at an angle of 45° upwards.

The spindles of three-way valves must be positioned horizontally.

3.31. Pressure gauges installed on pipelines with a coolant temperature of up to 378 K (105 degrees C) must be connected through a three-way valve.

Pressure gauges installed on pipelines with a coolant temperature above 378 K (105 degrees C) must be connected through a siphon tube and a three-way valve.

3.32. Thermometers on pipelines must be installed in sleeves, and the protruding part of the thermometer must be protected by a frame.

On pipelines with a nominal bore up to 57 mm inclusive, an expander should be provided at the location where thermometers are installed.

3.33. For flange connections of fuel oil pipelines, gaskets made of paronite soaked in hot water and rubbed with graphite should be used.

3.34. Air ducts must be installed regardless of the availability of technological equipment in accordance with design references and marks. The connection of air ducts to process equipment must be made after its installation.

3.35. Air ducts intended for transporting humidified air should be installed so that there are no longitudinal seams in the lower part of the air ducts.

Sections of air ducts in which dew may form from the transported moist air should be laid with a slope of 0.01-0.015 towards the drainage devices.

3.36. Gaskets between the flanges of the air ducts must not protrude into the air ducts.

Gaskets must be made of the following materials:

foam rubber, tape porous or monolithic rubber 4-5 mm thick or polymer mastic rope (PMZ) - for air ducts through which air, dust or waste materials with temperatures up to 343 K (70 ° C) move; asbestos cord or asbestos cardboard - with a temperature above 343 K (70 °C);

acid-resistant rubber or acid-resistant cushioning plastic - for air ducts through which air with acid vapors moves.

To seal wafer-free air duct connections, the following should be used:

sealing tape "Gerlen" - for air ducts through which air moves at temperatures up to 313 K (40 ° C);

Buteprol mastic - for round air ducts with temperatures up to 343 K (70° C);

heat-shrinkable cuffs or tapes - for round air ducts with temperatures up to 333 K (60 ° C) and other sealing materials approved in accordance with the established procedure.

3.37. Bolts in flange connections must be tightened, and all bolt nuts must be located on one side of the flange. When installing bolts vertically, the nuts should generally be positioned on the underside of the joint.

3.38. Fastening of air ducts should be carried out in accordance with the working documentation.

Fastenings of horizontal metal non-insulated air ducts (clamps, hangers, supports, etc.) on a wafer connection should be installed at a distance of no more than 4 m from one another when the diameter of a round duct or the size of the larger side of a rectangular duct is less than 400 mm and at a distance of no more than 3 m from one another - with diameters of a circular duct or dimensions of the larger side of a rectangular duct of 400 mm or more.

Fastenings of horizontal metal non-insulated air ducts on a flange connection with a circular cross-section with a diameter of up to 2000 mm or a rectangular cross-section with dimensions of its larger side up to 2000 mm inclusive should be installed at a distance of no more than 6 m from one another. The distances between the fastenings of insulated metal air ducts of any cross-sectional sizes, as well as non-insulated air ducts of a round cross-section with a diameter of more than 2000 mm or a rectangular cross-section with a larger side of more than 2,000 mm, must be specified in the working documentation.

The clamps must fit tightly around the metal air ducts.

The fastenings of vertical metal air ducts should be installed at a distance of no more than 4 m from one another.

Drawings of non-standard fastenings must be included in the set of working documentation.

Fastening of vertical metal air ducts inside the premises of multi-storey buildings with a floor height of up to 4 m should be carried out in the interfloor ceilings.

The fastening of vertical metal air ducts indoors with a floor height of more than 4 m and on the roof of a building must be specified in the design (detailed design).

Attaching guy wires and hangers directly to the air duct flanges is not allowed. The tension of adjustable suspensions must be uniform.

The deviation of air ducts from the vertical should not exceed 2 mm per 1 m of air duct length.

3.39. Freely suspended air ducts must be braced by installing double hangers every two single hangers with a hanger length of 0.5 to 1.5 m.

For hangers longer than 1.5 m, double hangers should be installed through each single hanger.

3.40. Air ducts must be reinforced so that their weight is not transferred to the ventilation equipment.

Air ducts, as a rule, must be connected to fans through vibration-isolating flexible inserts made of fiberglass or other material that provides flexibility, density and durability.

Vibration isolating flexible inserts should be installed immediately prior to individual testing.

3.41. When installing vertical air ducts from asbestos-cement ducts, fastenings should be installed every 3-4 m. When installing horizontal air ducts, two fastenings should be installed per section for coupling connections and one fastening for socket connections. Fastening should be done at the socket.

3.42. In vertical air ducts made from socket ducts, the upper duct must be inserted into the socket of the lower one.

3.43. In accordance with standard flow sheets, socket and coupling joints should be sealed with strands of hemp strands soaked in an asbestos-cement mortar with the addition of casein glue.

The free space of the socket or coupling should be filled with asbestos-cement mastic.

After the mastic has hardened, the joints must be covered with fabric. The fabric should fit tightly to the box around the entire perimeter and should be painted with oil paint.

3.44. Transportation and storage in the installation area of ​​asbestos-cement boxes connected with couplings should be carried out in a horizontal position, and socket boxes - in a vertical position.

The shaped parts should not move freely during transportation, for which they should be secured with spacers.

When carrying, stacking, loading and unloading boxes and fittings, do not throw them or subject them to shock.

3.45. When making straight sections of air ducts from polymer film, bends of the air ducts are allowed no more than 15°.

3.46. To pass through enclosing structures, the air duct made of polymer film must have metal inserts.

3.47. Air ducts made of polymer film should be suspended on steel rings made of wire with a diameter of 3-4 mm, located at a distance of no more than 2 m from one another.

The diameter of the rings should be 10% larger than the diameter of the air duct.

Steel rings should be secured using wire or a plate with a cutout to a supporting cable (wire) with a diameter of 4-5 mm, stretched along the axis of the air duct and secured to the building structures every 20-30 m.

To prevent longitudinal movements of the air duct when it is filled with air, the polymer film should be stretched until the sagging between the rings disappears.

3.48. Radial fans on vibration bases and on a rigid base installed on foundations must be secured with anchor bolts.

When installing fans on spring vibration isolators, the latter must have a uniform settlement. Vibration isolators do not need to be attached to the floor.

3.49. When installing fans on metal structures, vibration isolators should be attached to them. The elements of metal structures to which vibration isolators are attached must coincide in plan with the corresponding elements of the fan unit frame.

When installed on a rigid base, the fan frame must fit tightly against the sound-insulating gaskets.

3.50. The gaps between the edge of the front disk of the impeller and the edge of the inlet pipe of the radial fan, both in the axial and radial directions, should not exceed 1% of the diameter of the impeller.

The shafts of radial fans must be installed horizontally (shafts of roof fans - vertically), the vertical walls of the casings of centrifugal fans must not have distortions or slopes.

Gaskets for multiple fan shrouds should be made of the same material as the duct gaskets for that system.

3.51. Electric motors must be accurately aligned with the installed fans and secured. The axes of the pulleys of electric motors and fans when driven by a belt must be parallel, and the center lines of the pulleys must coincide.

The electric motor slides must be mutually parallel and level. The supporting surface of the slide must be in contact along the entire plane with the foundation.

Couplings and belt drives should be protected.

3.52. The fan suction opening, which is not connected to the air duct, must be protected with a metal mesh with a mesh size of no more than 70X70 mm.

3.53. The filter material of fabric filters must be stretched without sagging or wrinkles, and also fit snugly against the side walls. If there is a fleece on the filter material, the latter should be located on the air intake side.

3.54. Air conditioner heaters should be assembled on gaskets made of sheet and cord asbestos. The remaining blocks, chambers and units of air conditioners must be assembled on gaskets made of rubber strips 3-4 mm thick, supplied complete with the equipment.

3.55. Air conditioners must be installed horizontally. The walls of chambers and blocks should not have dents, distortions or slopes.

The valve blades must turn freely (by hand). In the “Closed” position, tight fit of the blades to the stops and to each other must be ensured.

The supports of chamber units and air conditioner units must be installed vertically.

3.56. Flexible air ducts should be used in accordance with the project (detailed design) as shaped parts of complex geometric shapes, as well as for connecting ventilation equipment, air distributors, noise suppressors and other devices located in false ceilings and chambers.

4. TESTING OF INTERNAL SANITARY SYSTEMS

General provisions for testing cold storage systems

and hot water supply, heating, heat supply,

sewerage, drains and boiler rooms

4.1. Upon completion of installation work, installation organizations must carry out:

testing heating systems, heat supply, internal cold and hot water supply and boiler rooms using the hydrostatic or manometric method with drawing up a report in accordance with mandatory Appendix 3, as well as flushing systems in accordance with the requirements of clause 3.10 of these rules;

testing of internal sewerage and drainage systems with drawing up a report in accordance with mandatory Appendix 4;

individual tests of installed equipment with drawing up a report in accordance with mandatory Appendix 1;

thermal testing of heating systems for uniform heating of heating devices.

Testing of systems using plastic pipelines should be carried out in compliance with the requirements of CH 478-80.

Tests must be carried out before finishing work begins.

Pressure gauges used for testing must be calibrated in accordance with GOST 8.002-71.

4.2. During individual testing of equipment, the following work must be performed:

checking the compliance of the installed equipment and the work performed with the working documentation and the requirements of these rules;

testing equipment at idle and under load for 4 hours of continuous operation. At the same time, the balancing of wheels and rotors in pump and smoke exhauster assemblies, the quality of the stuffing box packing, the serviceability of starting devices, the degree of heating of the electric motor, and compliance with the requirements for assembly and installation of equipment specified in the technical documentation of the manufacturers are checked.

4.3. Hydrostatic testing of heating systems, heat supply systems, boilers and water heaters must be carried out at a positive temperature in the premises of the building, and cold and hot water supply systems, sewerage and drains - at a temperature not lower than 278 K (5 ° C). The water temperature should also not be lower than 278 K (5 °C).

Internal cold and hot water supply systems

4.4. Internal cold and hot water supply systems must be tested by hydrostatic or manometric method in compliance with the requirements of GOST 24054-80, GOST 25136-82 and these rules.

The test pressure value for the hydrostatic test method should be taken equal to 1.5 excess operating pressure.

Hydrostatic and pressure testing of cold and hot water supply systems must be carried out before installing water taps.

Systems are considered to have passed the tests if, within 10 minutes of being under test pressure using the hydrostatic test method, no pressure drop of more than 0.05 MPa (0.5 kgf/sq.cm) and drops in welds, pipes, threaded connections, fittings and water leaks through flush devices.

At the end of the hydrostatic test, it is necessary to release water from the internal cold and hot water supply systems.

4.5. Manometric tests of the internal cold and hot water supply system should be carried out in the following sequence: fill the system with air at a test excess pressure of 0.15 MPa (1.5 kgf/sq.cm); if installation defects are detected by ear, the pressure should be reduced to atmospheric pressure and the defects eliminated; then fill the system with air at a pressure of 0.1 MPa (1 kgf/sq.cm), hold it under test pressure for 5 minutes.

The system is considered to have passed the test if, when it is under test pressure, the pressure drop does not exceed 0.01 MPa (0.1 kgf/sq.cm).

Heating and heat supply systems

4.6. Testing of water heating and heat supply systems must be carried out with the boilers and expansion vessels turned off using the hydrostatic method with a pressure equal to 1.5 working pressure, but not less than 0.2 MPa (2 kgf/sq.cm) at the lowest point of the system.

The system is considered to have passed the test if, within 5 minutes of being under test pressure, the pressure drop does not exceed 0.02 MPa (0.2 kgf/sq.cm) and there are no leaks in welds, pipes, threaded connections, fittings, heating devices and equipment.

The test pressure value using the hydrostatic test method for heating and heat supply systems connected to heating plants must not exceed the maximum test pressure for heating devices and heating and ventilation equipment installed in the system.

4.7. Manometric tests of heating and heat supply systems should be carried out in the sequence specified in clause 4.5.

4.8. Surface heating systems must be tested, usually using the hydrostatic method.

Manometric testing can be carried out at negative outdoor temperatures.

Hydrostatic testing of panel heating systems must be carried out (before sealing the installation windows) with a pressure of 1 MPa (10 kgf/sq.cm) for 15 minutes, while the pressure drop is allowed no more than 0.01 MPa (0.1 kgf/sq.cm) .

For panel heating systems combined with heating devices, the test pressure value should not exceed the maximum test pressure for the heating devices installed in the system.

The test pressure value of panel heating systems, steam heating and heat supply systems during manometric tests should be 0.1 MPa (1 kgf/sq.cm). Test duration - 5 minutes. The pressure drop should be no more than 0.01 MPa (0.1 kgf/sq.cm).

4.9. Steam heating and heat supply systems with a working pressure of up to 0.07 MPa (0.7 kgf/sq.cm) must be tested by the hydrostatic method with a pressure equal to 0.25 MPa (2.5 kgf/sq.cm) at the lowest point of the system; systems with a working pressure of more than 0.07 MPa (0.7 kgf/sq.cm) - hydrostatic pressure equal to the working pressure plus 0.1 MPa (1 kgf/sq.cm), but not less than 0.3 MPa (3 kgf /sq.cm) at the highest point of the system.

The system is recognized as having passed the pressure test if, within 5 minutes of being under test pressure, the pressure drop does not exceed 0.02 MPa (0.2 kgf/sq.cm) and there are no leaks in welds, pipes, threaded connections, fittings, heating devices .

Steam heating and heat supply systems, after hydrostatic or pressure testing, must be checked by starting steam at the operating pressure of the system. In this case, steam leaks are not allowed.

4.10. Thermal testing of heating and heat supply systems at positive outside temperatures must be carried out at a water temperature in the supply lines of the systems of at least 333 K (60 ° C). In this case, all heating devices must warm up evenly.

If there are no heat sources during the warm season, a thermal test of heating systems must be carried out upon connection to a heat source.

Thermal testing of heating systems at negative outside air temperatures must be carried out at a coolant temperature in the supply pipeline corresponding to the outside air temperature during testing according to the heating temperature schedule, but not less than 323 K (50 ° C), and the circulating pressure in the system according to the working documentation .

Thermal testing of heating systems should be carried out within 7 hours, while checking the uniformity of heating of the heating devices (to the touch).

Boiler rooms

4.11. Boilers must be tested using the hydrostatic method before lining work is carried out, and water heaters - before applying thermal insulation. During these tests, the heating and hot water supply systems must be disconnected.

Upon completion of hydrostatic tests, it is necessary to release water from boilers and water heaters.

Boilers and water heaters must be tested under hydrostatic pressure along with the fittings installed on them.

Before hydrostatic testing of the boiler, the covers and hatches must be tightly closed, the safety valves are jammed, and a plug must be placed on the flange connection of the flow device or bypass closest to the steam boiler.

The test pressure value for hydrostatic tests of boilers and water heaters is accepted in accordance with the standards or technical specifications for this equipment.

The test pressure is maintained for 5 minutes, after which it is reduced to the maximum operating pressure, which is maintained for the entire time required to inspect the boiler or water heater.

Boilers and water heaters are recognized as having passed the hydrostatic test if:

during the time they were under test pressure, no pressure drop was observed;

There were no signs of rupture, leakage or surface sweating.

4.12. Fuel oil pipelines should be tested with a hydrostatic pressure of 0.5 MPa (5 kgf/sq.cm). The system is considered to have passed the test if, within 5 minutes of being under test pressure, the pressure drop does not exceed 0.02 MPa (0.2 kgf/sq.cm).

Internal sewerage and drains

4.13. Testing of internal sewerage systems must be carried out by pouring water by simultaneously opening 75% of the sanitary fixtures connected to the area being tested for the time required for its inspection.

The system is considered to have passed the test if, during its inspection, no leaks were detected through the walls of the pipelines and joints.

Tests of sewer outlet pipelines laid in the ground or underground channels must be carried out before they are closed by filling them with water to the level of the ground floor floor.

4.14. Tests of sections of sewerage systems hidden during subsequent work must be carried out by pouring water before they are closed with the drawing up of an inspection report for hidden work in accordance with mandatory Appendix 6 of SNiP 3.01.01-85.

4.15. Internal drains should be tested by filling them with water to the level of the highest drain funnel. The duration of the test must be at least 10 minutes.

Drains are considered to have passed the test if no leaks are found during inspection and the water level in the risers has not decreased.

Ventilation and air conditioning

4.16. The final stage of installation of ventilation and air conditioning systems is their individual testing.

By the start of individual testing of systems, general construction and finishing work on ventilation chambers and shafts should be completed, as well as installation and individual testing of support equipment (electricity supply, heat and cold supply, etc.). In the absence of power supply to ventilation units and air conditioning according to a permanent scheme, the general contractor will connect electricity according to a temporary scheme and check the serviceability of the starting devices.

4.17. During individual tests, installation and construction organizations must perform the following work:

check the compliance of the actual execution of ventilation and air conditioning systems with the project (detailed design) and the requirements of this section;

check the air duct sections hidden by building structures for leaks using the aerodynamic test method in accordance with GOST 12.3.018-79, based on the results of the leak test, draw up an inspection report for hidden work in the form of mandatory Appendix 6 of SNiP 3.01.01-85;

test (run in) ventilation equipment with a drive, valves and dampers at idle, in compliance with the requirements stipulated by the technical specifications of the manufacturers.

The duration of the run-in is taken according to the technical specifications or the passport of the equipment being tested. Based on the test (run-in) results of ventilation equipment, a report is drawn up in the form of mandatory Appendix 1.

4.18. When adjusting ventilation and air conditioning systems to design parameters, taking into account the requirements of GOST 12.4.021-75, the following should be done:

testing fans when operating in a network (determining compliance of the actual characteristics with the passport data: air supply and pressure, rotation speed, etc.);

checking the uniformity of heating (cooling) of heat exchangers and checking the absence of moisture removal through the drop eliminators of the irrigation chambers;

testing and adjustment of systems in order to achieve design indicators for air flow in air ducts, local suction, air exchange in rooms and determination of leaks or air losses in systems, the permissible value of which due to leaks in air ducts and other elements of systems should not exceed design values ​​in accordance with SNiP 2.04.05-85;

checking the operation of natural ventilation exhaust devices.

For each ventilation and air conditioning system, a passport is issued in two copies in the form of mandatory Appendix 2.

4.19. Deviations of air flow rates from those provided for in the project after adjustment and testing of ventilation and air conditioning systems are allowed:

± 10% - according to the air flow passing through the air distribution and air intake devices of general ventilation and air conditioning installations, provided that the required pressure (rarefaction) of air in the room is ensured;

10% - according to the air consumption removed through local suction and supplied through the shower pipes.

4.20. During comprehensive testing of ventilation and air conditioning systems, the commissioning work includes:

testing simultaneously operating systems;

checking the performance of ventilation, air conditioning and heat and cold supply systems under design operating conditions, determining whether the actual parameters correspond to the design ones; identifying the reasons why the design operating modes of systems are not ensured and taking measures to eliminate them;

testing of equipment protection, blocking, alarm and control devices;

measurements of sound pressure levels at design points.

Comprehensive testing of systems is carried out according to the program and schedule developed by the customer or on his behalf by the commissioning organization and agreed upon with the general contractor and installation organization.

The procedure for conducting comprehensive testing of systems and eliminating identified defects must comply with SNiP III-3-81.

ANNEX 1

Mandatory

INDIVIDUAL TESTING OF EQUIPMENT

completed in ______________________________________________________________________________

(name of the construction site, building, workshop)

_____________________________________ " " ___________________ 198

Commission consisting of representatives:

customer______________________________________________________________________________

(name of company,

position, initials, surname)

general contractor ______________________________________________________________

(name of company,

____________________________________________________________________________________

position, initials, surname)

installation organization ________________________________________________________________

(name of company,

____________________________________________________________________________________

position, initials, surname)

has drawn up this act as follows:

1. __________________________________________________________________________________

[(fans, pumps, couplings, self-cleaning filters with electric drive,

____________________________________________________________________________________

control valves for ventilation (air conditioning) systems

____________________________________________________________________________________

(system numbers are indicated)]

have been tested within ___________________________________ in accordance with the technical specifications,

passport.

2. As a result of running in the specified equipment, it was established that the requirements for its assembly and installation given in the documentation of the manufacturers were met and no malfunctions were found in its operation.

Customer representative ___________________________________

(signature)

Representative of the General

contractor ___________________________________

(signature)

Assembly representative

organizations ___________________________________

BUILDING REGULATIONS

EXTERNAL NETWORKS AND STRUCTURES
WATER SUPPLY AND SEWERAGE

SNiP 3.05.04-85*

STATE CONSTRUCTION COMMITTEE OF THE USSR

Moscow 1990

DEVELOPED BY VODGEO Research Institute of the USSR State Construction Committee (candidate of technical sciences) IN AND. Gotovtsev- topic leader, VC. Andriadi), with the participation of the Soyuzvodokanalproekt of the USSR State Construction Committee ( P.G. Vasiliev And A.S. Ignatovich), Donetsk Industrial Construction Project of the USSR State Construction Committee ( S.A. Svetnitsky), NIIOSP named after. Gresevanov of the USSR State Construction Committee (candidate of technical sciences) V. G. Galitsky And DI. Fedorovich), Giprorechtrans of the Ministry of River Fleet of the RSFSR ( M.N. Domanevsky), Research Institute of Municipal Water Supply and Water Purification, AKH named after. K.D. Pamfilova of the Ministry of Housing and Communal Services of the RSFSR (Doctor of Technical Sciences) ON THE. Lukins, Ph.D. tech. sciences V.P. Kristul), Tula Promstroyproekt Institute of the USSR Ministry of Heavy Construction. INTRODUCED BY THE VODGEO Research Institute of the USSR State Construction Committee. PREPARED FOR APPROVAL BY Glavtekhnormirovanie Gosstroy USSR ( N. A. Shishov). SNiP 3.05.04-85* is a reissue of SNiP 3.05.04-85 with change No. 1, approved by Decree of the USSR State Construction Committee dated May 25, 1990 No. 51. The change was developed by the VODGEO Research Institute of the USSR State Construction Committee and the TsNIIEP engineering equipment of the State Committee for Architecture. Sections, paragraphs, tables to which changes have been made are marked with an asterisk. Agreed with the Main Sanitary and Epidemiological Directorate of the USSR Ministry of Health 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 journal “Bulletin of Construction Equipment” of the USSR State Construction Committee 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 structures in populated areas of the national economy. _________* Reissue with changes as of July 1, 1990 1 External networks - in the following text “pipelines”.

1. GENERAL PROVISIONS

1.1. When constructing new, expanding and reconstructing existing pipelines and water supply and sewerage structures, 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 must also be observed * and other rules and regulations, standards and departmental regulations approved in accordance with SNiP 1.01.01-83. _________ 1 Projects (work projects) - in the following text “projects”. 1.2. Completed pipelines and water supply and sewerage structures should be put into operation in accordance with the requirements of SNiP 3.01.04-87.

2. EARTHWORK

2.1. Excavation work and work on devices at the base during the construction of pipelines and water supply and sewerage structures must be carried out in accordance with the requirements of SNiP 3.02.01-87.

3. INSTALLATION OF PIPELINES

GENERAL PROVISIONS

3.1. When moving pipes and assembled sections with anti-corrosion coatings, soft pliers, flexible towels and other means should be used to prevent damage to these coatings. 3.2. When laying pipes intended for domestic and drinking water, surface water or waste water should not be allowed to enter them. Before installation, pipes and fittings, fittings and finished units must be inspected and cleaned inside and outside of dirt, snow, ice, oils and foreign objects. 3.3. Installation of pipelines must be carried out in accordance with the work project and technological maps after checking compliance with the design of the dimensions of the trench, fastening of the walls, bottom marks and, for above-ground installation, supporting structures. The results of the inspection must be reflected in the work log. 3.4. Socket-type pipes of non-pressure pipelines should, as a rule, be laid with the socket 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 looking “up to the light” using a mirror before and after backfilling the trench. When viewing a circular pipeline, 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 vertical shape of the circle 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 trays of non-pressure pipelines - ± 5 mm, and the marks of the top of pressure pipelines - ± 30 mm, unless other standards are justified by the design. 3.7. Laying pressure pipelines along a flat curve without the use of fittings is allowed for socket pipes with butt joints on rubber seals with a rotation angle at 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 Section. 9 SNiP 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 along the entire circumference. 3.10. The ends of pipes, as well as holes in the flanges of shut-off and other fittings, should be closed with plugs or wooden plugs during breaks in installation. 3.11. Rubber seals for installation of pipelines in conditions of low outdoor temperatures are not allowed to be used in a frozen state. 3.12. To seal (seal) butt joints of pipelines, sealing and “locking” materials, as well as sealants, should be used according to the design. 3.13. Flange connections of fittings and fittings should be installed in compliance with the following requirements: flange connections should be installed perpendicular to the axis of the pipe; the planes of the flanges being connected must be flat, the nuts of the bolts must be located on one side of the connection; The bolts should be tightened evenly in a cross pattern; elimination of flange distortions by installing beveled gaskets or tightening bolts is not allowed; Welding joints adjacent to the flange connection should be performed only after uniform tightening of all bolts on the flanges. 3.14. When using soil to construct a stop, the supporting wall of the pit must have an 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 pipelines under construction, the following stages and elements of hidden work are subject to acceptance with the preparation of inspection reports for hidden work in the form given in SNiP 3.01.01-85*: preparing the base for pipelines, installing stops, the size of gaps and making seals of butt joints, installing wells and chambers , 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 PIPELINES

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, you should clean them of dirt, check the geometric dimensions of the edges, clean the edges and the adjacent inner and outer surfaces of the pipes to a metallic shine to a width of at least 10 mm. 3.20. Upon completion of welding work, the external insulation of pipes at the welded joints must be restored in accordance with the design. 3.21. When assembling pipe joints without a backing ring, the displacement 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 displacement of the edges from the inside of the pipe should not exceed 1 mm. 3.22. The assembly of pipes with a diameter of over 100 mm, made with a longitudinal or spiral weld, should be carried out with an offset of the seams of adjacent pipes by at least 100 mm. When assembling a joint of pipes in which the factory longitudinal or spiral seam is welded on both sides, the displacement of these seams need not be made. 3.23. Transverse welded joints must be located at a distance of at least: 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 joined pipes and sections of pipelines when the gap between them is larger than the permissible value should be made by inserting a “coil” with a length of at least 200 mm. 3.25. The distance between the circumferential weld seam of the pipeline and the seam of the nozzles welded to the pipeline must be at least 100 mm. 3.26. The 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 exceeding 3.5% of the pipe diameter or having 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 a root weld, the tacks must be completely digested. The electrodes or welding wire used for tack welding must be of the same grade as that used for welding the main seam. 3.27. Welders are allowed to weld joints of steel pipelines if they have documents authorizing them to carry out welding work in accordance with the Rules for Certification of Welders approved by the USSR State Mining and Technical Supervision. 3.28. Before being allowed to work on welding pipeline joints, each welder must weld an approved joint in production conditions (at a construction site) in the following cases: if he started welding pipelines for the first time or had a break in work for more than 6 months; if pipe welding is carried out from new grades of steel, 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 permissible joint. The permissible joint is subject to: external inspection, during 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 a permissible joint, welding and re-inspection of two other permissible joints are performed. If, during repeated inspection, unsatisfactory results are obtained at at least one of the joints, the welder is recognized as having failed the tests and can be allowed to weld the pipeline only after additional training and repeated tests. 3.29. Each welder must have a mark assigned to him. The welder is obliged to knock out or fuse the mark at a distance of 30 - 50 mm from the joint on the side accessible for inspection. 3.30. Welding and tack welding of butt joints of pipes can be carried out at outdoor temperatures down to minus 50 °C. In this case, welding work without heating the joints being welded can be carried out: at an outside air temperature of up to minus 20 ° C - when using carbon steel pipes with a carbon content of no more than 0.24% (regardless of the thickness of the pipe walls), and also pipes made of low-alloy steel with a wall thickness of no more than 10 mm; at outside air temperatures down to minus 10 °C - when using pipes made of carbon steel with a carbon content of over 0.24%, as well as pipes made of low-alloy steel with a wall thickness of over 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 welded pipes for a length of at least 200 mm should be heated in the open air to a temperature not below 200 °C. After welding is completed, it is necessary to ensure a gradual decrease in the temperature of the joints and adjacent pipe areas by covering them after welding with an asbestos towel or other method. 3.31. When multilayer welding, each layer of the seam must be cleared of slag and metal spatter before applying the next seam. Areas of weld metal with pores, pits and cracks must be cut down to the base metal, and the weld craters must be welded. 3.32. When manual electric arc welding, individual layers of the seam must be applied so that their closing sections in adjacent layers do not coincide with one another. 3.33. When performing welding work in the open air during precipitation, the welding sites must be protected from moisture and wind. 3.34. When monitoring the quality of welded joints of steel pipelines, the following should be performed: operational control during the assembly and welding of the pipeline in accordance with the requirements of SNiP 3.01.01-85*; checking the continuity of welded joints with the identification of internal defects using one of the non-destructive (physical) testing methods - radiographic (x-ray or gammagraphic) according to GOST 7512-82 or ultrasonic according to GOST 14782-86. The use of the ultrasonic method can only be accelerated only in combination with the radiographic method, which must be used to check at least 10% of the total number of joints subject to control. 3.35. During operational quality control of welded joints of steel pipelines, it is necessary to check compliance with the standards of structural elements and dimensions of welded joints, welding method, quality of welding materials, edge preparation, size of gaps, 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 or more, welded joints welded without a backing ring are subject to external inspection and measurement of dimensions from the outside and inside of the pipe, in other cases - only from the outside. Before inspection, the weld seam and adjacent pipe surfaces to a width of at least 20 mm (on both sides of the seam) must be cleaned of slag, splashes of molten metal, scale and other contaminants. The quality of the weld according to the results of the external inspection is considered satisfactory if the following are not detected: cracks in the seam and the adjacent area; deviations from the permissible dimensions and shape of the seam; undercuts, recesses between rollers, sagging, burns, unwelded craters and pores coming to the surface, lack of penetration or sagging at the root of the seam (when inspecting the joint from inside the pipe); displacements of pipe edges exceeding the allowable dimensions. Joints that do not meet the listed requirements are subject to correction or removal and re-control of their quality. 3.37. Water supply and sewerage pipelines with a design pressure of up to 1 MPa (10 kgf/cm2) in a volume of at least 2% (but not less than one joint for each welder) are subject to quality control of welded seams using physical control methods; 1 - 2 MPa (10-20 kgf/cm2) - in a volume of at least 5% (but at least two joints for each welder); over 2 MPa (20 kgf/cm2) - in a volume of at least 10% (but not less than three joints for each welder). 3.38. Welded joints for inspection by physical methods are selected in the presence of a customer representative, who records in the work log information about the joints selected for inspection (location, welder's mark, etc.). 3.39. Physical control methods should be applied to 100% of welded joints of pipelines laid in sections of transitions under and above railway and tram tracks, through water barriers, under motor roads, in city sewers for communications when combined with other utilities. The length of controlled sections of pipelines at transition sections should be no less than the following dimensions: for railways - the distance between the axes of the outer tracks and 40 m from them in each direction; for highways - the width of the embankment at the bottom or the excavation at the top and 25 m from them in each direction; for water barriers - within the boundaries of the underwater crossing determined by section. 6 SNiP 2.05.06-85; for other utilities - the width of the structure being crossed, including its drainage devices, plus at least 4 m on each side from the extreme boundaries of the structure being crossed. 3.40. Welds should be rejected if, upon inspection by physical control methods, cracks, unwelded craters, burns, fistulas, and also lack of penetration at the root of the weld made on the backing ring are detected. When checking welds using the radiographic method, the following are considered acceptable defects: pores and inclusions, the sizes of which do not exceed the maximum permissible according to GOST 23055-78 for class 7 welded joints; lack of penetration, concavity and excess penetration at the root of a 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 internal perimeter of the joint. 3.41. If unacceptable defects in welded seams are detected by physical control methods, these defects should be eliminated and the quality of a double number of seams should be re-tested compared to that specified in paragraph. 3.37. If unacceptable defects are detected during re-inspection, all joints made by this welder must be inspected. 3.42. Areas of the weld with unacceptable defects are subject to correction by local sampling and subsequent welding (as a rule, without re-arching the entire welded joint), if the total length of sampling after removal of defective areas does not exceed the total length specified in GOST 23055-78 for class 7 . Correction of defects in joints should be done by arc welding. Undercuts should be corrected by surfacing thread beads no more than 2 - 3 mm high. Cracks less than 50 mm long are drilled at the ends, cut out, thoroughly cleaned and welded in several layers. 3.43. The results of checking the quality of welded joints of steel pipelines using physical control methods should be documented in a report (protocol).

CAST IRON PIPELINES

3.44. Installation of cast iron pipes produced in accordance with GOST 9583-75 should be carried out with sealing of socket joints with hemp resin or bituminized strands and an asbestos-cement lock, or only with sealant, and pipes produced in accordance with TU 14-3-12 47-83 rubber cuffs supplied complete with pipes without a locking device. The composition of the asbestos-cement mixture for the construction of the lock, as well as the sealant, is determined by the project. 3.45. The size of the gap between the thrust surface of the socket and the end of the connected pipe (regardless of the joint sealing material) 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 sealing elements of the butt joint of cast iron pressure pipes must correspond to the values ​​​​given in table. 1.

Table 1

ASBESTOS-CEMENT PIPELINES

3.47. The dimensions of the gap between the ends of the connected pipes should be taken, mm: for pipes with a diameter of up to 300 mm - 5, over 300 mm - 10. 3.48. Before starting the installation of pipelines, at the ends of the pipes being connected, depending on the length of the couplings used, marks should be made corresponding to the initial position of the coupling before installing the joint and the final position at the mounted joint. 3.49. The connection of asbestos-cement pipes with fittings or metal pipes should be carried out using cast iron fittings or welded steel pipes and rubber seals. 3.50. After completing the installation of each butt joint, it is necessary to check the correct location of the couplings and rubber seals in them, as well as the uniform tightening of the flange connections of the cast iron couplings.

REINFORCED CONCRETE AND CONCRETE WATER PIPELINES

3.51. The size of the gap between the thrust surface of the socket and the end of the connected pipe should be taken, mm: for reinforced concrete pressure pipes with a diameter of up to 1000 mm - 12-15, with a diameter over 1000 mm - 18-22; for reinforced concrete and concrete non-pressure socket pipes with a diameter of up to 700 mm - 8-12, over 700 mm - 15-18; for seam pipes - no more than 25. 3.52. Butt joints of pipes supplied without rubber rings should be sealed with hemp resin or bituminized strands, or sisal bituminized strands with the lock sealed with an asbestos-cement mixture, as well as polysulfide (thiokol) sealants. The embedment depth is given in table. 2, in this case, deviations in the depth of embedding of the strand and lock should not exceed ± 5 mm. The gaps between the thrust surface of the sockets and the ends of the pipes in pipelines with a diameter of 1000 mm or more should be sealed from the inside with cement mortar. The grade of cement is determined by the project. For drainage pipelines, it is allowed to seal the bell-shaped working gap to the entire depth with cement mortar of grade B7.5, unless other requirements are provided for by the project.

table 2

Nominal diameter, mm	Embedment depth, mm
	when using hemp or sisal strands	when installing a lock	when using only sealants

3.53. Sealing of butt joints of seam free-flow reinforced concrete and concrete pipes with smooth ends should be carried out in accordance with the design. 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 manufactured according to the design.

CERAMIC PIPELINES

3.55. The size of the gap between the ends of the ceramic pipes being laid (regardless of the material used to seal the joints) should be taken, mm: for pipes with a diameter of up to 300 mm - 5 - 7, for larger diameters - 8 - 10. 3.56. Butt joints of pipelines made of ceramic pipes should be sealed with hemp or sisal bituminized strands, followed by a lock made of cement mortar of grade B7.5, asphalt (bitumen) mastic and polysulfide (thiokol) sealants, unless other materials are provided for in the project. The use of asphalt mastic is allowed when the temperature of the transported waste liquid is no 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 ​​​​given in table. 3.

Table 3

3.57. The sealing of pipes in the walls of wells and chambers should ensure the tightness of the connections and water resistance of the wells in wet soils.

PIPELINES MADE FROM PLASTIC PIPES*

3.58. The connection of pipes made of high-density polyethylene (HDPE) and low-density polyethylene (LDPE) with each other and with fittings should be carried out using a heated tool using the method of butt or socket welding. Welding of pipes and fittings made of different types of polyethylene (HDPE and LDPE) is not permitted. 3. 59. For welding, installations (devices) should be used that ensure the maintenance of technological parameters in accordance with OST 6-19-505-79 and other regulatory and technical documentation approved in the prescribed manner. 3.60. Welders are allowed to weld pipelines made of LDPE and HDPE if they have documents authorizing them to carry out welding work on plastics. 3.61. Welding of LDPE and HDPE pipes can additionally be carried out at an outside air temperature of at least minus 10 °C. At lower outside air temperatures, welding should be performed in insulated rooms. When performing cooking work, the welding site must be protected from exposure to precipitation and dust. 3.62. The connection of polyvinyl chloride (PVC) pipes with each other and with fittings should be carried out using the socket gluing method (using G IPK-127 adhesive in accordance with TU 6-05-251-95-79) and using rubber cuffs supplied complete 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. Gluing work should be carried out at an outside temperature of 5 to 35 °C. The work place must be protected from exposure to precipitation and dust.

4. PIPELINE TRANSITIONS THROUGH NATURAL AND ARTIFICIAL OBSTACLES

4.1. Construction of crossings of pressure pipelines for water and sewerage through water barriers (rivers, lakes, reservoirs, canals), underwater pipelines of water intakes and sewerage outlets within the bed of reservoirs, as well as underground passages through ravines, roads (roads and railways, including metro lines and tram tracks) and city passages must be carried out by specialized organizations in accordance with the requirements of 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 roads should be carried out with constant surveying and geodetic control of the construction organization over compliance with the planned and altitude positions of the casings and pipelines provided for by the project. 4.4. Deviations of the axis of the protective casings of transitions from the design position for gravity free-flow pipelines should not exceed: vertically - 0.6% of the length of the casing, 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 length of the case, respectively.

5. WATER SUPPLY AND SEWERAGE STRUCTURES

STRUCTURES FOR SURFACE WATER INTAKE

5.1. The construction of structures for the intake of surface water from rivers, lakes, reservoirs and canals should, as a rule, be carried out by specialized construction and installation organizations in accordance with the project. 5.2. Before constructing the foundation for river-bed water intakes, their alignment axes and temporary benchmark marks must be checked.

WATER INJECTION WELLS

5.3. In the process of drilling wells, all types of work and main indicators (penetration, diameter of the drilling tool, fastening and removing pipes from the well, cementation, measurements of water levels and other operations) should be reflected in the drilling log. In this case, it is necessary to note the name of the rocks passed, color, density (strength), fracturing, granulometric composition of the rocks, water content, the presence and size of the “plug” when sinking quicksand, the appearance and steady water level of all encountered aquifers, and the absorption of the flushing fluid. The water level in wells during drilling should be measured before the start of each shift. In flowing wells, water levels should be measured by extending pipes or measuring water pressure. 5.4. During the drilling process, depending on the actual geological section, it is allowed, within the aquifer established by the project, for the drilling organization to adjust the well depth, diameters and planting depth of technical columns without changing the operational diameter of the well and without increasing the cost of work. Changes to the well design should not worsen its sanitary condition and productivity. 5.5. Samples should be taken one from each rock layer, and if the layer is homogeneous, every 10 m. By agreement with the design organization, additional rock samples may not be taken from all wells. 5.6. Isolation of the exploited aquifer in a well from unused aquifers should be carried out using the drilling method: rotational - by annular and intertubular cementation of casing columns to the marks provided for by the project: impact - by crushing and driving the casing 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 cavern with an expander or an eccentric bit. 5.7. To ensure the granulometric composition of the well filter filling material specified in the project, clay and fine sand fractions must be removed by washing, and before backfilling, the washed material must be disinfected. 5.8. Exposing the filter during its filling should be carried out by raising the casing column each time by 0.5 - 0.6 m after filling the well by 0.8 - 1 m in height. The upper limit of the sprinkling must be at least 5 m above the working part of the filter. 5.9. After completion of drilling and installation of a filter, water intake wells must be tested by pumping, carried out continuously for the time stipulated by the project. Before pumping begins, the well must be cleared of sludge and pumped, as a rule, with an airlift. In fractured rock and gravel-pebble aquifers, pumping should begin from the maximum design drop in the water level, and in sandy rocks - from the minimum design drop. The value of the minimum actual decrease in water level should be within 0.4 - 0.6 of the maximum actual one. In the event of a forced stop of water pumping work, if the total stop time exceeds 10% of the total design time for one drop in the water level, pumping water for this drop should be repeated. In the case of pumping from wells equipped with a filter with bedding, the amount of shrinkage of the bedding material should be measured during pumping once a day. 5.10. The flow rate (productivity) of wells should be determined by a measuring tank with a filling time of 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 determined by the project. Control measurements of the well depth should be made at the beginning and at the end of pumping in the presence of a customer representative. 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 and deliver them to the laboratory to test 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 using geophysical methods. At the end of drilling, the mouth of a self-flowing well must be equipped with a valve and a fitting for a pressure gauge. 5.12. Upon completion of drilling the water intake well and testing it by pumping out water, the top of the production pipe must be welded with a metal cap 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 must be marked on the pipe. To operate a well, in accordance with the design, it must be equipped with instruments for measuring water levels and flow rate. 5.13. Upon completion of drilling and pumping testing of a water intake well, the drilling organization must transfer it to the customer in accordance with the requirements of SNiP 3.01.04-87, as well as samples of drilled rocks and documentation (passport), including: a geological and lithological section with the well design, corrected according to the data geophysical research; acts for laying a well, installing a filter, cementing casing strings; a summary logging diagram with the results of its interpretation, signed by the organization that performed the geophysical work; log of observations of pumping water from a water well; data on the results of chemical, bacteriological analyzes and organoleptic indicators of water according to GOST 2874-82 and the conclusion of the sanitary-epidemiological service. Before delivery, the documentation must be agreed upon by the customer with the design organization.

TANK STRUCTURES

5 .14. When installing concrete and reinforced concrete monolithic and prefabricated tank structures, in addition to the requirements of the project, the requirements of SNiP 3.03.01-87 and these rules must also be met. 5.15. Backfilling of soil into the sinuses and sprinkling of capacitive structures must be done, as a rule, in a mechanized way after laying communications to the capacitive structures, carrying out a hydraulic test of the structures, eliminating identified defects, and waterproofing the walls and ceilings. 5.1 6. After all types of work are completed and the concrete reaches its design strength, a hydraulic test of the tank structures is carried out in accordance with the requirements of Section. 7. 5.17. Installation of drainage and distribution systems of filter structures may be carried out after a hydraulic test of the structure’s capacity for leaks. 5.18. Round holes in pipelines for water and air distribution, as well as for water collection, should be drilled in accordance with the class indicated in the design. Deviations from the designed width of slot holes in polyethylene pipes should not exceed 0.1 mm, and from the designed clear length of the slot ± 3 mm. 5.19. Deviations in the distances between the axes of the couplings of the caps in the distribution and outlet systems of filters should not exceed ± 4 mm, and in the marks of the top of the caps (along the cylindrical protrusions) - ± 2 mm from the design position. 5.20. Markings of the edges of spillways in devices for distributing and collecting water (gutters, trays, etc.) must correspond to the design and must be aligned with the water level. When installing overflows with triangular cutouts, deviations of the marks of the bottom of the cutouts from the design ones should not exceed ± 3 mm. 5.21. There should be no shells or growths on the inner and outer surfaces of gutters and channels for collecting and distributing water, as well as for collecting sediment. The trays of gutters and channels must have a slope specified by the design in the direction of the movement of water (or sediment). The presence of areas with a reverse slope is not allowed. 5.22. Filter media can be placed in structures for water purification by filtration after hydraulic testing of the containers of these structures, washing and cleaning of the pipelines connected to them, individual testing of the operation of each of the distribution and collection systems, measuring and shut-off devices. 5.23. The materials of the filter media placed in water treatment facilities, including biofilters, in terms of particle size distribution must comply with the design 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 media from the design value and the thickness of the entire media should not exceed ± 20 mm. 5.25. After completion of work on laying the loading of the drinking water supply filter structure, the structure must be washed and disinfected, the procedure for which is presented in recommended Appendix 5. 5.26. Installation of flammable structural elements of wooden sprinklers, water collection grilles, air guide panels and partitions of fan cooling towers and spray pools should be carried out after completion of welding work.

6. ADDITIONAL REQUIREMENTS FOR THE CONSTRUCTION OF PIPELINES AND WATER SUPPLY AND SEWERAGE STRUCTURES IN SPECIAL NATURAL AND CLIMATIC CONDITIONS

6.1. When constructing pipelines and water supply and sewerage structures in special natural and climatic conditions, the requirements of the project and this section must be observed. 6.2. Temporary water supply pipelines, as a rule, must be laid on the ground surface 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 preserving the frozen foundation soils. In the case of construction of pipelines and structures at positive outside temperatures, the foundation soils should be preserved in a frozen state and violations of their temperature and humidity conditions established by the project should not be allowed. Preparation of the base for pipelines and structures on 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 machinery in the summer should be carried out along roads and access roads constructed in accordance with the project. 6.4. The construction of pipelines and structures in seismic areas should be carried out in the same ways and methods as in normal construction conditions, but with the implementation of measures provided for by the project to ensure their seismic resistance. Joints of steel pipelines and fittings should be welded only using electric arc methods and the quality of welding should be checked using physical control methods to the extent of 100%. When constructing reinforced concrete tank structures, pipelines, wells and chambers, cement mortars with plasticizing additives should be used in accordance with the design. 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 inspection reports of hidden work. 6.6. When backfilling the cavities of tank structures built in mined areas, the preservation of expansion joints should be ensured. The gaps of expansion joints to their entire height (from the base of the foundations to the top of the above-foundation part of the structures) must be cleared of soil, construction debris, concrete deposits, mortar and formwork waste. Certificates of inspection of hidden work must document all major special work, including: installation of expansion joints, installation of sliding joints in foundation structures and expansion joints; anchoring and welding in places where hinge joints are installed; installation of pipes passing through the walls of wells, chambers, and tank 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, provided that the necessary measures are taken in accordance with the design to prevent them from floating up. The pipeline strands should be dragged along the trench or moved afloat with plugged ends. Laying of pipelines on completely filled and compacted dams must be done as in normal soil conditions. 6.8. When constructing pipelines on subsiding soils, pits for butt joints should be made by compacting the soil.

7. TESTING OF PIPELINES AND STRUCTURES

PRESSURE PIPES

7.1. If there is no indication in the project about the testing method, pressure pipelines are subject to testing for strength and tightness, as a rule, by hydraulic method. Depending on the climatic conditions in the construction area and in the absence of water, a pneumatic testing method can be used for pipelines with an internal design pressure P p, no more than: underground cast iron, asbestos-cement and reinforced concrete - 0.5 MPa (5 kgf/cm 2); underground steel - 1.6 MPa (16 kgf/cm 2); above-ground steel - 0.3 MPa (3 kgf/cm 2). 7.2. Testing of pressure pipelines of all classes must be carried out by a construction and installation organization, as a rule, in two stages: the first is a preliminary test for strength and tightness, carried out after filling the sinuses with soil tamping to half the vertical diameter and powdering the pipes in accordance with the requirements of SNiP 3.02. 01-87 with butt joints left open for inspection; this test can be carried out without the participation of representatives of the customer and the operating organization with the drawing up of a report approved by the chief engineer of the construction organization; the second - acceptance (final) test for strength and tightness should be performed after the pipeline is completely backfilled with the participation of representatives of the customer and the operating organization with the drawing up of a report on the test results in the form of mandatory appendices 1 or 3. Both stages of the test must be performed before installing hydrants, plungers, safety valves valves, instead of which flange plugs should be installed during testing. Preliminary testing of pipelines that are accessible for inspection in working condition or that are subject to immediate backfilling during the construction process (work in winter, in cramped conditions), with appropriate justification in the projects, may not be carried out. 7.3. Pipelines of underwater crossings are subject to preliminary testing twice: on a slipway or platform after welding the pipes, but before applying anti-corrosion insulation to the 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 documented in a report in the form of mandatory Appendix 1. 7.4. Pipelines laid at crossings over railways and roads of categories I and II are subject to preliminary testing after laying the working pipeline in a case (casing) before filling the interpipe space of the case cavity and before backfilling the working and receiving pits of the crossing. 7.5. The values ​​of the internal design pressure Р Р and test pressure Р and for preliminary and acceptance testing 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 P g for carrying out both preliminary and acceptance tests of the pressure pipeline must be equal to the value of the internal design pressure P p plus the value P taken in accordance with Table. 4 depending on the upper limit of pressure measurement, accuracy class and scale division of the pressure gauge. 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 test method, should be tested with a length of less than 1 km - at one time; for longer lengths - in sections of no more than 1 km. The length of the test sections of these pipelines using the hydraulic testing method is allowed to exceed 1 km, provided that the permissible flow rate of pumped water should be determined as for a section 1 km long. Pipelines made of LDPE, HDPE and PVC pipes, regardless of the test method, should be tested at a length of no more than 0.5 km at a time, and for longer lengths - in sections of no more than 0.5 km. With appropriate justification, the project allows testing of the specified pipelines in one step for a length of up to 1 km, provided that the permissible flow rate of pumped water should be determined as for a section 0.5 km long.

Table 4

The value of the internal design pressure in the pipeline Р р, MPa (kgf/cm2)

Р for various values ​​of internal design pressure Р р in the pipeline and characteristics of the technical pressure gauges used

division price, MPa (kgf/cm2)

P, MPa (kgf/cm 2)

upper limit of pressure measurement, MPa (kgf/cm2)

division price, MPa (kgf/cm2)

P, MPa (kgf/cm 2)

upper limit of pressure measurement, MPa (kgf/cm2)

division price, MPa (kgf/cm2)

P, MPa (kgf/cm 2)

upper limit of pressure measurement, MPa (kgf/cm2)

division price, MPa (kgf/cm2)

P, MPa (kgf/cm 2)

Accuracy classes of technical pressure gauges

Up to 0.4 (4)

0.41 to 0.75 (4.1 to 7.5)

From 0.76 to 1.2 (from 7.6 to 12)

From 1.21 to 2.0 (from 12.1 to 20)

From 2.01 to 2.5 (from 20.1 to 25)

From 2.51 to 3.0 (from 25.1 to 30)

From 3.01 to 4.0 (from 30.1 to 40)

From 4.01 to 5.0 (from 40.1 to 50)

7.7. If there are no instructions in the project on the value of the hydraulic test pressure P and to perform a preliminary test of pressure pipelines for strength, the value is taken in accordance with Table. 5*

Table 5

Pipeline characteristics

Test pressure value during preliminary testing, MPa (kgf/cm2)

1. Steel class I * with welded butt joints (including underwater) with internal design pressure P p up to 0.75 MPa (7.5 kgf/cm 2)

2. The same, from 0.75 to 2.5 MPa (from 7.5 to 25 kgf/cm 2)

Internal design pressure with a factor of 2, but not more than the factory pipe test pressure

3. Same thing, St. 2.5 MPa (25 kgf/cm 2)

Internal design pressure with a coefficient of 1.5, but not more than the factory test pressure of the pipes

4. Steel, consisting of separate sections connected on flanges, with an internal design pressure P p up to 0.5 MPa (5 kgf/cm 2)

5. Steel of the 2nd and 3rd classes with welded butt joints and with an internal design pressure Рр up to 0.75 MPa (7.5 kgf / cm 2)

6. The same, from 0.75 to 2.5 MPa (from 7.5 to 25 kgf/cm 2)

Internal design pressure with a coefficient of 1.5, but not more than the factory test pressure of the pipes

7. Same, St. 2.5 MPa (25 kgf/cm 2)

Internal design pressure with a coefficient of 1.25, but not more than the factory pipe test pressure

8. Steel gravity flow water intake or sewer outlet

Installed by the project

9. Cast iron with butt joints for caulking (according to GOST 9583-75 for pipes of all classes) with an internal design pressure of up to 1 MPa (10 kgf/cm2)

Its internal design pressure is plus 0.5 (5), but not less than 1 (10) and not more than 1.5 (15)

10. The same, with butt joints on rubber cuffs for pipes of all classes

Its internal design pressure with a coefficient of 1.5, but not less than 1.5 (15) and not more than 0.6 of the factory test hydraulic pressure

11. Reinforced concrete

Internal design pressure with a coefficient of 1.3, but not more than the factory test pressure for water tightness

12. Asbestos-cement

Internal design pressure with a coefficient of 1.3, but not more than 0.6 of the factory waterproof test pressure

13. Plastic

Internal design pressure with coefficient 1.3

_________* Pipeline classes are accepted according to SNiP 2.04.02-84. 7.8. Before carrying out preliminary and acceptance tests of pressure pipelines, the following must be completed: all work on sealing butt joints, arranging stops, installing connecting parts and fittings must be completed, satisfactory results of quality control of welding and insulation of steel pipelines have been obtained; flange plugs were installed on bends instead of hydrants, plungers, safety valves and at points of connection to operating pipelines; means for filling, crimping and emptying the test area have been prepared, temporary communications have been installed and instruments and taps necessary for testing have been installed; wells were drained and ventilated for preparatory work, and duty was organized at the border of the security zone; The tested section of the pipeline is filled with water (with the hydraulic test method) and air is removed from it. The procedure for conducting hydraulic testing of pressure pipelines for strength and tightness is set out in recommended Appendix 2. 7.9. To test the pipeline, the responsible contractor must be issued a work permit for high-risk work, indicating the size of the security zone. The form of the permit and the procedure for issuing it must comply with the requirements of SNiP III-4-80*. 7.10. To measure hydraulic pressure when carrying out preliminary and acceptance tests of pipelines for strength and tightness, duly certified spring pressure gauges with an accuracy class of at least 1.5 with a body diameter of at least 160 mm and with a scale at the nominal value should be used. This pressure is about 4/3 of the test pressure. To measure the volume of water pumped into the pipeline and discharged from it during testing, measuring tanks or cold water meters (water meters) in accordance with GOST 6019-83, certified in the prescribed manner, should be used. 7.11. Filling the pipeline under test with water should be carried out, as a rule, with an intensity, m 3 / h, no more than: 4 - 5 - for pipelines with a diameter of up to 400 mm; 6 - 10 - for pipelines with a diameter of 400 to 600 mm; 10 - 15 - for pipelines with a diameter of 700 - 1000 mm and 15 - 20 - for pipelines with a diameter over 1100 mm. When filling the pipeline with water, air must be removed through open taps and valves. 7.12. Acceptance hydraulic testing of the pressure pipeline can begin after filling it with soil in accordance with the requirements of SNiP 3. 02.01-87 and filling with water for the purpose of saturation with water, and if at the same time it was kept in a filled state for at least: 72 hours - for reinforced concrete pipes (including 12 hours under internal design pressure P p ) ; asbestos-cement pipes - 24 hours (including 12 hours under internal design pressure Рр); 24 hours - for cast iron pipes. For steel and polyethylene pipelines, exposure for the purpose of water saturation is not carried out. If the pipeline was filled with water before backfilling with soil, then the indicated duration of water saturation is established from the moment the pipeline is backfilled. 7.13. The pressure pipeline is recognized as having passed the preliminary and acceptance hydraulic leak tests if the flow rate of pumped water does not exceed the permissible flow rate of pumped water for a test section of 1 km or more in length indicated in the table. 6*. If the flow rate of pumped water exceeds the permissible limit, then the pipeline is considered to have failed the test and measures must be taken to detect and eliminate hidden defects in the pipeline, after which the pipeline must be retested.

Table 6*

Pipeline internal diameter, mm	Permissible flow rate of pumped water to a tested pipeline section with a length of 1 km or more, l/min, at the acceptance test pressure for pipes
	steel	cast iron	asbestos-cement	reinforced concrete

Notes: 1. For cast iron pipelines with butt joints on rubber seals, the permissible flow rate of pumped water should be taken with a coefficient of 0.7.2. If the length of the tested pipeline section is less than 1 km, the permissible flow rates of pumped water given in the table should be multiplied by its length, expressed in km; for a length of more than 1 km, the permissible flow rate of pumped water should be taken as for 1 km.3. For pipelines made of LDPE and HDPE with welded joints and pipelines made of PVC with adhesive joints, the permissible flow rate of pumped water should be taken as for steel pipelines equivalent in outer diameter, determining this flow rate by interpolation.4. For PVC pipelines with connections on rubber cuffs, the permissible flow rate of pumped water should be taken as for cast iron pipelines with the same connections, equivalent in outer diameter, determining this flow rate by interpolation . 7.14. The value of the test pressure when testing pipelines pneumatically for strength and tightness in the absence of data in the design should be taken: for steel pipelines with a design internal pressure P p up to 0.5 MPa (5 kgf/cm 2) incl. - 0.6 MPa (6 kgf/cm 2) during preliminary and acceptance testing of pipelines; for steel pipelines with a design internal pressure Рр 0.5 - 1.6 MPa (5 - 16 kgf/cm2) - 1.15 Рр during preliminary and acceptance testing of pipelines; for cast iron, reinforced concrete and asbestos-cement pipelines, regardless of the value of the calculated internal pressure - 0.15 MPa (1.5 kgf/cm2) - during preliminary and 0.6 MPa (6 kgf/cm2) - acceptance tests. 7.15. After filling the steel pipeline with air, before testing it, the air temperature in the pipeline and the soil temperature should be equalized. Minimum holding time depending on the diameter of the pipeline, h, at D y: Up to 300 mm - 2 From 300 to 600 " - 4 " 600 " 900 " - 8 " 900 " 1200 " - 16 " 1200 "1400 " - 24 St. 1400 « - 32 7.16. When conducting a preliminary pneumatic strength test, the pipeline should be kept under test pressure for 30 minutes. To maintain the test pressure, air must be pumped. 7.17. Inspection of the pipeline in order to identify defective areas is allowed to be carried out when the pressure decreases: in steel pipelines - up to 0.3 MPa (3 kgf/cm 2); in cast iron, reinforced concrete and asbestos-cement - up to 0.1 MPa (1 kgf/cm2). In this case, leaks and other defects in the pipeline should be identified by the sound of leaking air and by bubbles formed in places of air leaks through butt joints coated on the outside with soap emulsion. 7.18. Defects identified and noted during pipeline inspection should be eliminated after the excess pressure in the pipeline has been reduced to zero. After eliminating the defects, the pipeline must be retested. 7.19. The pipeline is recognized as having passed the preliminary pneumatic strength test if a thorough inspection of the pipeline does not reveal any violation of the integrity of the pipeline or defects in joints and welded joints. 7.20. Acceptance testing of pipelines using the pneumatic method for strength and tightness must be carried out in the following sequence: the pressure in the pipeline should be brought to the value of the test pressure for strength specified in clause 7.14, and the pipeline should be maintained under this pressure for 30 minutes; if there is no violation of the integrity of the pipeline under the test pressure, then reduce the pressure in the pipeline to 0.05 MPa (0.5 kgf/cm2) and maintain the pipeline under this pressure for 24 hours; after the end of the pipeline holding period under a pressure of 0.0-5 MPa (0.5 kgf/cm2), a pressure equal to 0.03 MPa (0.3 kgf/cm2) is established, which is the initial test pressure of the pipeline for tightness Pn , the start time of the leak test is noted, as well as the barometric pressure Р Бн, mm Hg. Art., corresponding to the moment of the start of the test; the pipeline is tested under this pressure for the time specified in table. 7; after the time specified in the table. 7, measure the final pressure in the pipeline Pk, mm water. art., and final barometric pressure Рbк, mm Hg; pressure drop value P, mm water. Art., determined by the formula

R = (R n - R k) + 13.6 (R b n - R b k). (1)

Table 7

Inner diameter of pipes, mm	Pipelines
	steel		cast iron		asbestos-cement and reinforced concrete
			test duration, h - min	permissible pressure drop during the test, mm water. Art.	test duration, h-min	permissible pressure drop during the test, mm water. Art.

When used in a pressure gauge as a working fluid, water = 1, kerosene - = 0.87. Note. In agreement with the design organization, the duration of pressure reduction may be reduced by half, but not less than 1 hour; in this case, the magnitude of the pressure drop should be assumed to be proportionally reduced. 7.21. The pipeline is recognized as having passed the acceptance (final) pneumatic test if its integrity is not compromised and the pressure drop P, determined by formula (1), does not exceed the values ​​​​specified in table. 7. In this case, the formation of air bubbles on the outer wetted surface of reinforced concrete pressure pipes is allowed.

NON-PRESSURE PIPELINES

7.22. A free-flow pipeline should be tested for leaks twice: preliminary - before backfilling and acceptance (final) after backfilling in one of the following ways: first - determining the volume of water added to the pipeline laid in dry soils, as well as in wet soils, when the level (horizon) groundwater at the top well is located below the surface of the earth by more than half the depth of the pipes, counting from the hatch to the shell; the second is to determine the influx of water into a pipeline laid in wet soils, when the level (horizon) of groundwater at the upper well is located below the surface of the earth at less than half the depth of the pipes, counting from the hatch to the shelyga. The pipeline testing method is established by the project. 7.23. Wells of free-flow pipelines that are waterproofed on the inside should be tested for tightness by determining the volume of added water, and wells that are waterproofed on the outside should be tested by determining the flow of water into them. Wells that are designed to have waterproof walls, internal and external insulation, can be tested for the addition of water or the influx of groundwater, in accordance with clause 7.22, together with pipelines or separately from them. Wells that do not have waterproof walls or internal or external waterproofing according to the design are not subject to acceptance testing for tightness. 7.24. Non-pressure pipelines should be tested for leaks in areas between adjacent wells. In case of difficulties with the delivery of water, justified in the design, testing of free-flow pipelines can be carried out selectively (as directed by the customer): with a total pipeline length of up to 5 km - two or three sections; when the pipeline length is above 5 km - several sections with a total length of at least 30%. If the results of selective testing of pipeline sections turn out to be unsatisfactory, then all sections of the pipeline are subject to testing. 7.25. Hydrostatic pressure in the pipeline during its preliminary testing must be created by filling the riser installed at its highest point with water, or by filling the upper well with water, if the latter is to be tested. In this case, the value of hydrostatic pressure at the top point of the pipeline is determined by the amount of excess of the water level in the riser or well above the pipeline shelyga or above the groundwater horizon, if the latter is located above the shelyga. The magnitude of hydrostatic pressure in the pipeline during testing must be indicated in the working documentation. For pipelines laid from free-flow concrete, reinforced concrete and ceramic pipes, this value, as a rule, should be equal to 0.04 MPa (0.4 kgf/cm2). 7.2 6. Preliminary testing of pipelines for leaks is carried out with the pipeline not covered with earth for 30 minutes. The test pressure must be maintained by adding water to the riser or well, without allowing the water level in them to decrease by more than 20 cm. The pipeline and well are considered to have passed the preliminary test if no water leaks are detected during their inspection. In the absence of increased requirements for pipeline tightness in the project, sweating is allowed on the surface of pipes and joints with the formation of drops that do not merge into one stream when the amount of sweating occurs on no more than 5% of the pipes in the test area. 7.27. Acceptance testing for tightness should begin after keeping reinforced concrete pipelines and wells that are waterproofed on the inside or waterproof according to the design at the wall in a water-filled state - for 72 hours and pipelines and wells made of other materials - 24 hours. 7.28. The tightness during the acceptance test of a buried pipeline is determined by the following methods: first - by measuring the volume of water added to the riser or well within 30 minutes, measured in the upper well; in this case, a decrease in the water level in the riser or in the well is allowed by no more than 20 cm; the second - based on the volume of groundwater flowing into the pipeline measured in the lower well. The pipeline is recognized as having passed the acceptance test for leaks if the volumes of added water determined during testing using the first method (groundwater influx using the second method) are no more than those indicated in the table. 8*, about which an act must be drawn up in the form of mandatory Appendix 4.

Table 8*

Nominal pipeline diameter Dу, mm	Permissible volume of water added to the pipeline (water influx) per 10 m length of the tested pipeline during the test period of 30 minutes, l, for pipes
	reinforced concrete and concrete	ceramic	asbestos-cement

Notes: 1. When increasing the test duration by more than 30 minutes, the permissible volume of added water (water influx) should be increased in proportion to the increase in test duration.2. The permissible volume of added water (water inflow) into a reinforced concrete pipeline with a diameter of over 600 mm should be determined by the formula

q = 0.83 (D + 4), l, per 10 m of pipeline length during the test, 30 min, (2)

where e D is the internal (conditional) diameter of the pipeline, dm.3. For reinforced concrete pipelines with butt joints on rubber seals, the permissible volume of added water (water influx) should be taken with a coefficient of 0.7.4. The allowable volumes of added water (water inflow) through the walls and bottom of the well per 1 m of its depth should be taken equal to the allowable volume of added water (water inflow) per 1 m length of pipes, the diameter of which is equal in area to the inner diameter at the well.5. The permissible volume of added water (water influx) into a pipeline constructed from prefabricated reinforced concrete elements and blocks should be taken as the same as for pipelines made of reinforced concrete pipes of equal size in cross-sectional area .6. The permissible volume of water added to the pipeline (water influx) per 10 m of the length of the tested pipeline during a test of 30 minutes for LDPE and HDPE pipes with welded joints and PVC pressure pipes with adhesive joints should be determined for diameters up to 500 mm incl. according to the formula e q = 0.03D, with a diameter of more than 500 mm - according to the formula e q = 0.2 + 0.03D, where D is the outer diameter of the pipeline, dm; q - the permissible volume of added water, l.7. The permissible volume of water added to the pipeline (water inflow) per 10 m of the length of the tested pipeline during a test time of 30 minutes for PVC pipes with connections on a rubber cuff should be determined by the formula q = 0.06 + 0.01D, where D is the outer diameter of the pipeline, dm; q is the value of the allowable volume of added water, l. 7.29. Rainwater sewer pipelines are subject to preliminary and acceptance testing for tightness in accordance with the requirements of this subsection, if provided for by the project. 7.30. Pipelines made of non-pressure reinforced concrete socketed, seam and smooth-ended pipes with a diameter of more than 1600 mm, designed according to the design for pipelines operating continuously or periodically under pressure up to 0.05 MPa (B m water column) and having a design in accordance with project, a special waterproof external or internal lining is subject to hydraulic pressure testing specified in the project.

TANK STRUCTURES

7.31. Hydraulic testing for water tightness (tightness) of capacitive structures must be carried out after the concrete has reached its design strength, after they have been cleaned and washed. The installation of waterproofing and filling of tank structures with soil should be carried out after obtaining satisfactory results of the hydraulic test of these structures, unless other requirements are justified by the design. 7.32. Before carrying out the hydraulic test, the tank structure should be filled with water in two stages: the first - filling to a height of 1 m and holding for 24 hours; the second is filling to the design level. A tank structure filled with water to the design level should be kept for at least three days. 7.33. A tank structure is recognized as having passed the hydraulic test if the loss of water in it per day does not exceed 3 liters per 1 m 2 of the wetted surface of the walls and bottom, no signs of leakage are found in the seams and walls and no soil moisture is detected at the base. Only darkening and slight sweating of individual places is allowed. When testing the water resistance of tank structures, the loss of water due to evaporation from the open water surface must be taken into account additionally. 7.34. If there are jet leaks and water leaks on the walls or soil moisture at the base, the capacitive structure is considered to have failed the test, even if the water loss in it does not exceed the norm. In this case, after measuring the water loss from the structure when it is completely flooded, the areas to be repaired must be recorded. After eliminating the identified defects, the tank structure must be retested. 7.35. When testing reservoirs and containers for storing aggressive liquids, water leakage is not allowed. The test should be carried out before applying the anti-corrosion coating. 7.36. Pressure channels of filters and contact clarifiers (prefabricated and monolithic reinforced concrete) are subjected to hydraulic testing with the design pressure specified in the working documentation. 7.37. The pressure channels of filters and contact clarifiers are recognized as having passed the hydraulic test if, upon visual inspection, no water leaks are detected in the side walls of the filters and above the channel and if within 10 minutes the test pressure does not decrease by more than 0.002 MPa (0.02 kgf/cm2 ). 7.38. The drainage tank of cooling towers must be waterproof, and during hydraulic testing of this tank on the inner surface of its walls, darkening or slight sweating of individual places is not allowed. 7.39. Drinking water reservoirs, settling tanks and other capacitive structures after the installation of floors are subject to hydraulic testing for water tightness in accordance with the requirements of paragraphs. 7.31-7.34. The reservoir of drinking water before waterproofing and backfilling with soil is subject to additional testing for vacuum and excess pressure, respectively, with vacuum and excess air pressure in the amount of 0.0008 MPa (80 mm water column) for 30 minutes and is recognized as having passed the test, if the values ​​of vacuum and excess pressure, respectively, within 30 minutes do not decrease by more than 0.0002 MPa (20 mm water column), unless other requirements are justified by the design. 7.40. The digester (cylindrical part) should be subjected to hydraulic testing in accordance with the requirements of paragraphs. 7.31-7.34, and the ceiling, metal gas cap (gas collector) should be tested for tightness (gas tightness) pneumatically to a pressure of 0.005 MPa (500 mm water column). The digester is maintained under test pressure for at least 24 hours. If defective areas are detected, they must be eliminated, after which the structure must be tested for pressure drop for an additional 8 hours. The digester is recognized as having passed the leak test if the pressure in it does not decrease within 8 hours more than 0.001 MPa (100 mm water column). 7.41. The caps of the drainage and distribution system of filters after their installation, before loading the filters, should be tested by supplying water with an intensity of 5-8 l/(s × m 2) and air with an intensity of 20 l/(s × m 2) with three repetitions of 8-10 min. . Defective caps discovered in this case must be replaced. 7.42. Before being put into operation, completed pipelines and household and drinking water supply structures are subject to rinsing (cleaning) and disinfection by chlorination, followed by rinsing until satisfactory control physical, chemical and bacteriological analyzes of water are obtained that meet the requirements of GOST 2874-82 and the “Instructions for monitoring the disinfection of household - drinking water and disinfection of water supply facilities with chlorine during centralized and local water supply” of the USSR Ministry of Health. 7.43. Washing and disinfection of pipelines and drinking water supply structures must be carried out by the construction and installation organization that carried out the laying and installation of these pipelines and structures, with the participation of representatives of the customer and the operating organization, with control carried out by representatives of the sanitary and epidemiological service. The procedure for washing and disinfecting pipelines and domestic water supply structures is set out in recommended Appendix 5. 7.44. A report on the results of the washing and disinfection of pipelines and domestic and drinking water supply structures must be drawn up in the form given in mandatory Appendix 6. The results of tests of tank structures should be documented in a report signed by representatives of the construction and installation organization, the customer and the operating organization.

ADDITIONAL REQUIREMENTS FOR TESTING PRESSURE PIPELINES AND WATER SUPPLY AND SEWERAGE STRUCTURES CONSTRUCTED IN SPECIAL NATURAL AND CLIMATIC CONDITIONS

7.45. Pressure pipelines for water supply and sewerage, constructed in conditions of subsidence soils of all types outside the territory of industrial sites and populated areas, are tested in sections no longer than 500 m; on the territory of industrial sites and populated areas, the length of test sections should be determined taking into account local conditions, but not more than 300 m. 7.46. Checking the water tightness of tank structures built on subsidence soils of all types should be carried out 5 days after they are filled with water, and the loss of water per day should not exceed 2 liters per 1 m2 of the wetted surface of the walls and bottom. If a leak is detected, water from the structures must be released and diverted to places determined by the project, excluding flooding of the built-up area. 7.47. Hydraulic testing of pipelines and tank structures constructed in areas of permafrost soils should be carried out, as a rule, at an outside air temperature of at least 0 °C, unless other test conditions are justified by the design.

ANNEX 1
Mandatory

ACT ABOUT CONDUCTING AN ACCEPTANCE HYDRAULIC TEST OF A PRESSURE PIPELINE FOR STRENGTH AND TIGHTNESS City __________________ “_______” _____________ 19 _____ A commission consisting of representatives of: construction and installation organization _________________________________________________________________________ (name of organization, position, surname, acting name) technical supervision of the customer _____________________________________________ (name of organization, position, _________________________________________________________________________ surname, acting name) ) operating organization _______________________________________________ (name of organization, position, _________________________________________________________________________ surname, acting name) drew up this act on conducting an acceptance hydraulic test for the strength and tightness of the section of the pressure pipeline __________________________________________________________________________ (name of the facility and numbers of pickets on its boundaries, _________________________________________________________________________ length of the pipeline, diameter, material of pipes and butt joints) The values ​​of the calculated internal pressure of the tested pipeline P p = _____ MPa (_____ kgf/cm 2) and test pressure P i = ______ MPa (_____ kgf/cm 2) indicated in the working documentation. Pressure measurements during testing were carried out with a technical pressure gauge of accuracy class ____ with an upper measurement limit of _____ kgf/cm 2 . Pressure gauge scale division price _____ kgf/cm2. The pressure gauge was located above the axis of the pipeline at Z = ______ m. At the above values ​​of the internal design and test pressures of the pipeline being tested, the pressure gauge readings P r.m and P i.m should be respectively: R r.m = R r - = ______ kgf/cm 2, R i.m = R i - = ______ kgf/cm 2. Allowable flow rate of pumped water, determined according to table. 6*, per 1 km of pipeline, is equal to ________ l/min or, in terms of the length of the pipeline being tested, is equal to ______ l/min. CONDUCT OF THE TEST AND ITS RESULTS To test the strength, the pressure in the pipeline was increased to P i.m = ______ kgf/cm 2 and was maintained for _____ minutes, while its decrease by more than 1 kgf/cm 2 was not allowed. After this, the pressure was reduced to the value of the internal design gauge pressure P r.m = ______ kgf/cm 2 and the pipeline components in the wells (chambers) were inspected; no leaks or ruptures were detected and the pipeline was cleared for further leak testing. To test for leaks, the pressure in the pipeline was increased to the value of the test pressure for leaks P g = P r.m + P = ______ kgf/cm 2, the start time of the test T n = ___ h ___ min and the initial water level in the measuring tank h were noted n = _____ mm. The pipeline was tested in the following order: __________________________________________________________________________ (indicate the sequence of testing and monitoring the __________________________________________________________________________ pressure drop; was water released from the pipeline ________________________________________________________________________ and other features of the test methodology) During the leak test of the pipeline, the pressure in it, according to the pressure gauge, was reduced to _____ kgf /cm 2 , the end time of the test is marked T k = _____ h ______ min and the final water level in the measuring tank h k = _____ mm. The volume of water required to restore the pressure to the test pressure, determined from the water levels in the measuring tank, Q = ____ l. Duration of the pipeline leak test T = T k - T n = ____ min. The amount of water flow pumped into the pipeline during the test is equal to q p = = ____ l/min, which is less than the permissible flow rate. COMMISSION DECISION The pipeline is recognized as having passed the acceptance test for strength and tightness. Representative of the construction and installation organization _______________________ (signature) Representative of the customer’s technical supervision _______________________ (signature) Representative of the operating organization _______________________ (signature)

PROCEDURE FOR HYDRAULIC TESTING OF PRESSURE PIPELINE FOR STRENGTH AND TIGHTNESS

1. Preliminary and acceptance hydraulic tests of the pressure pipeline for strength and tightness should be carried out in the following order. When conducting a strength test: increase the pressure in the pipeline to test P and by pumping water, maintain it for at least 10 minutes, not allowing the pressure to decrease by more than 0.1 MPa (1 kgf/cm2); reduce the test pressure to the internal design pressure P p and, maintaining it by pumping water, inspect the pipeline in order to identify defects in it during the time necessary to complete this inspection; If defects are detected, eliminate them and retest the pipeline. After completing the strength test of the pipeline, begin testing it for leaks, for this it is necessary to: increase the pressure in the pipeline to the value of the test pressure for leaks P g; record the start time of the test T n and measure the initial water level in the measuring tank h n; monitor the pressure drop in the pipeline, in which case there may be three options for the pressure drop: first - if within 10 minutes the pressure drops by at least two divisions of the pressure gauge scale, but does not fall below the internal design pressure P p, then at this stop monitoring the pressure drop; second - if within 10 minutes the pressure drops by less than two divisions of the pressure gauge scale, then monitoring the decrease in pressure to the internal design pressure P p should be continued until the pressure drops by at least two divisions of the pressure gauge scale; in this case, the duration of observation should not be more than 3 hours for reinforced concrete and 1 hour for cast iron, asbestos-cement and steel pipelines. If after this time the pressure does not decrease to the internal design pressure P p, then water should be discharged from the pipeline into a measuring tank (or the volume of discharged water should be measured in another way); third - if within 10 minutes the pressure drops below the internal design pressure P p, then stop further testing of the pipeline and take measures to detect and eliminate hidden defects in the pipeline by maintaining it under the internal design pressure P p until a thorough inspection defects that caused an unacceptable pressure drop in the pipeline will not be identified. After completing monitoring of the pressure drop according to the first option and completing the discharge of water according to the second option, it is necessary to perform the following: by pumping water into the measuring tank, increase the pressure in the pipeline to the value of the leak test pressure P g, record the time of completion of the leak test T k and measure the final water level in the measuring tank h k; determine the duration of the pipeline test (Tk - Tn), min, the volume of water pumped into the pipeline from the measuring tank Q (for the first option), the difference between the volumes of water pumped into the pipeline and water discharged from it, or the volume of additional water pumped into the pipeline Q (for the second option) and calculate the actual flow rate of the additional volume of pumped water q p, l/min, using the formula

2. Filling the pipeline with an additional volume of water during the leak test is required to replace the air that has escaped through water-impermeable leaks in the connections; filling pipeline volumes that arose due to minor angular deformations of pipes in butt joints, movements of rubber seals in these joints and displacements of end caps; additional soaking under test pressure of the walls of asbestos-cement and reinforced concrete pipes, as well as to replenish possible hidden water seepage in places inaccessible for inspection of the pipeline.

APPENDIX 3
Mandatory

ACT ABOUT PNEUMATIC TESTING OF PRESSURE PIPELINE FOR STRENGTH AND TIGHTNESS City __________________ "_____" _____________ 19 _____ The commission consisting of representatives: construction and installation organization __________________________________________ (name of the organization, _____________________________________________, technical supervision of the customer position, surname, acting) _________________________________________________________________________ (name of the organization, position, surname, acting .) operating organization _______________________________________________ (name of organization, position, _________________________________________________________________________ surname, acting name) drew up this act on conducting a pneumatic test for strength and tightness of the pressure pipeline section ________________________________ (name _________________________________________________________________________ of the facility and numbers of pickets on its boundaries) Pipeline length _______ m, pipe material ___________, pipe diameter _______ mm, joint material _______ The value of the internal design pressure in the pipeline P p is equal to _________ MPa (______ kgf/cm 2). To test the strength, the pressure in the pipeline was increased to ________ MPa (______ kgf/cm2) and maintained for 30 minutes. No violations of the pipeline integrity were found. After this, the pressure in the pipeline was reduced to 0.05 MPa (0.5 kgf/cm 2) and the pipeline was maintained under this pressure for 24 hours. After the end of the pipeline exposure, the initial test pressure P n = 0.03 was established in it MPa (0.3 kgf/cm2). This pressure corresponds to the reading of the connected liquid pressure gauge P n = _________ mm water. Art. (or in mm kerosene - when filling the pressure gauge with kerosene). Test start time ____ h ____ min, initial barometric pressure P b n = _______ mm Hg. Art. The pipeline was tested under this pressure for _____ hours. After this time, the test pressure in the pipeline P k = ____ mm of water was measured. Art. (___ mm ker. st.). In this case, the final barometric pressure P b k = ____ mm Hg. Art. Actual amount of pressure reduction in the pipeline R = (R n - R k) + (R b n - R b k) = _________ mm water. Art., Which is less than the permissible pressure drop in Table 6* ( = 1 for water and = 0.87 for kerosene). COMMISSION DECISION The pipeline is recognized as having passed the pneumatic test for strength and tightness. Representative of the construction and installation organization _____________________ (signature) Representative of the Customer’s technical supervision _____________________ (signature) Representative of the operating organization ______________________ (signature)

APPENDIX 4
Mandatory

ACT ABOUT CONDUCTING AN ACCEPTANCE HYDRAULIC TEST OF A GRAFT-PRESSURE PIPELINE FOR TIGHTNESS City __________________ “______” _____________ 19 _____ Commission consisting of representatives: construction and installation organization __________________________________________ (name of the organization, _____________________________________________, technical supervision of the customer position, surname, acting) __________________________________________________________________________ (name of the organization, position, surname, acting .) operating organization _______________________________________________ (name of organization, position, _________________________________________________________________________ surname, acting name) drew up this act on the acceptance hydraulic test of the free-flow pipeline section _________________________________________________ (name of the object _________________________________________________________________________ numbers of pickets on its boundaries, length and diameter) Groundwater level at the location The location of the upper well is located at a distance of ________ m from the top of the pipe in it at a depth of laying of pipes (to the top) of ________ m. The pipeline was tested by _____________________________________ (indicate together or _________________________________ in the ________________________________ way separately from the wells and chambers) (indicate the test method - _________________________________________________________________________ by adding water to pipeline or the influx of groundwater into it) Hydrostatic pressure of ______ m of water. Art. Created by filling with water ___________________________________________________________________ (indicate the number of the well or riser installed in it) In accordance with Table 8* permissible volume added to the pipeline water, groundwater inflow per 10 m of pipeline length during a test of 30 minutes (cross out unnecessary ones) is equal to ________ liters. Actual during the test, the volume of added water, the influx of groundwater amounted to __________ liters, or in terms of 10 m of pipeline length (cross out what is unnecessary) (taking into account the test together with wells, chambers) and the duration of the test for 30 minutes amounted to ________ liters, which is less than the permissible flow rate. COMMISSION DECISION The pipeline is recognized as having passed the acceptance hydraulic leak test. Representative of the construction and installation organization __________________ (signature) Representative of the customer’s technical supervision __________________ (signature) Representative of the operating organization __________________ (signature)

PROCEDURE FOR WASHING AND DISINFECTION OF PIPELINES AND DOMESTIC WATER SUPPLY STRUCTURES

1. For the disinfection of pipelines and drinking water supply structures, it is allowed to use the following chlorine-containing reagents approved by the USSR Ministry of Health: dry reagents - bleach according to GOST 1692-85, calcium hypochlorite (neutral) according to GOST 25263-82 grade A; liquid reagents - sodium hypochlorite (sodium hypochlorite) according to GOST 11086-76 grades A and B; e electrolytic sodium hypochlorite and liquid chlorine according to GOST 6718-86. 2. Cleaning the cavity and flushing the pipeline to remove remaining contaminants and random objects should be performed, as a rule, before conducting a hydraulic test by water-air (hydropneumatic) flushing or hydromechanically using elastic cleaning pistons (foam rubber and others) or only with water. 3. The speed of movement of the elastic piston during hydromechanical flushing should be taken within the range of 0.3 - 1.0 m/s at an internal pressure in the pipeline of about 0.1 MPa (1 kgf/cm2). Cleaning foam pistons should be used with a diameter within 1.2-1.3 of the pipeline diameter, a length of 1.5-2.0 of the pipeline diameter only on straight sections of the pipeline with smooth turns not exceeding 15°, in the absence of ends protruding into the pipeline pipelines or other parts connected to it, as well as when valves on the pipeline are fully open. The diameter of the outlet pipeline should be one gauge less than the diameter of the flushed pipeline. 4. Hydropneumatic flushing should be carried out by supplying compressed air through a pipeline together with water in an amount of at least 50% of the water flow. Air should be introduced into the pipeline at a pressure exceeding the internal pressure in the pipeline by 0.05 - 0.15 MPa (0.5 - 1.5 kgf/cm2). The speed of movement of the water-air mixture is assumed to be in the range from 2.0 to 3.0 m/s. 5. The length of the flushed sections of pipelines, as well as the places where water and piston are introduced into the pipeline and the order of work must be determined in the work project, including a working diagram, route plan, profile and detailing of wells. The length of the pipeline section for chlorination should, as a rule, be no more than 1 - 2 km. 6. After cleaning and washing the pipeline, it is subject to disinfection by chlorination at a concentration of active chlorine of 75 - 100 mg/l (g/m 3 with a contact time of chlorine water in the pipeline of 5 - 6 hours or at a concentration of 40 - 50 mg/l (g/m 3) with a contact time of at least 24 hours. The concentration of active chlorine is prescribed depending on the degree of contamination of the pipeline. 7. Before chlorination, the following preparatory work should be carried out: install the necessary communications for the introduction of a solution of bleach (chlorine) and water, air release, risers for sampling (with their removal above ground level), installation of pipelines for the discharge and disposal of chlorine water ( with security measures); prepare a working chlorination scheme (route plan, profile and detailing of the pipeline with the application of the listed communications), as well as a work schedule; determine and prepare the required amount of bleach (chlorine), taking into account the percentage of active chlorine in the commercial product, the volume of the chlorinated section of the pipeline with the accepted concentration (dose) of active chlorine in the solution according to the formula

,

Where T is the required mass of the commercial product of a chlorine-containing reagent, taking into account 5% for losses, kg; D and l are the diameter and length of the pipeline, respectively, m; K - accepted concentration (dose) of active chlorine, g/m 3 (mg/l); A is the percentage of active chlorine in the commercial product, %. Example . To chlorinate 40 g/m3 of a pipeline section with a diameter of 400 mm and a length of 1000 m using bleach containing 18% active chlorine, a commercial mass of bleach will be required in the amount of 29.2 kg. 8. To monitor the content of active chlorine along the length of the pipeline during its filling with chlorine water, temporary sampling risers with shut-off valves should be installed every 500 m, installed above the ground surface, which are also used to release air as the pipeline is filled. Their diameter is taken by calculation, but not less than 100 mm. 9. The introduction of a chlorine solution into the pipeline should continue until water with an active (residual) chlorine content of at least 50% of the specified value begins to flow out at points furthest from the point where bleach is supplied. From this point on, further supply of chlorine solution must be stopped, leaving the pipeline filled with chlorine solution for the estimated contact time specified in paragraph 6 of this appendix. 10. After the end of contact, chlorine water should be discharged to the places specified in the project, and the pipeline should be flushed with clean water until the residual chlorine content in the wash water decreases to 0.3 - 0.5 mg/l. To chlorinate subsequent sections of the pipeline, chlorine water can be reused. After disinfection is completed, the chlorine water discharged from the pipeline must be diluted with water to an active chlorine concentration of 2 - 3 mg/l or dechlorinated by introducing sodium hyposulfite in an amount of 3.5 mg per 1 mg of active residual chlorine in the solution. The places and conditions for the discharge of chlorine water and the procedure for monitoring its discharge must be agreed with the local sanitary and epidemiological service authorities. 11. At the points of connection (insertions) of a newly constructed pipeline to the existing network, local disinfection of fittings and fittings should be carried out with a solution of bleach. 12. Disinfection of water wells before putting them into operation is carried out in cases where, after washing, the quality of water according to bacteriological indicators does not meet the requirements of GOST 2874-82. Disinfection is carried out in two stages: first the above-water part of the well, then the underwater part. To disinfect the surface part of a well above the roof of the aquifer, it is necessary to install a pneumatic plug, above which the well should be filled with a solution of bleach or another chlorine-containing reagent with an active chlorine concentration of 50-100 mg/l, depending on the degree of expected contamination. After 3-6 hours of contact, the plug should be removed and, using a special mixer, a chlorine solution should be introduced into the underwater part of the well so that the concentration of active chlorine after mixing with water is at least 50 mg/l. After 3-6 hours of contact, pump out until the noticeable smell of chlorine disappears in the water, and then take water samples for control bacteriological analysis. Note. The calculated volume of chlorine solution is taken to be greater than the volume of wells (in height and diameter y): when avoiding contamination above the water part - 1.2-1.5 times, underwater part - 2-3 times. 13. Disinfection of tank structures should be carried out by irrigation with a solution of bleach or other chlorine-containing reagents with an active chlorine concentration of 200 - 250 mg/l. Such a solution must be prepared at the rate of 0.3 - 0.5 liters per 1 m 2 of the internal surface of the tank and, by irrigation from a hose or hydraulic remote control, cover the walls and bottom of the tank with it. After 1 - 2 hours, rinse the disinfected surfaces with clean tap water, removing the spent solution through the dirt outlets. Work must be carried out in special clothing, rubber boots and gas masks; Before entering the tank, you should install a tank with a bleach solution for washing boots. 14. Disinfection of filters after loading them, settling tanks, mixers and small-capacity pressure tanks should be carried out using the volumetric method, filling them with a solution with a concentration of 75 - 100 mg/l of active chlorine. After contact for 5-6 hours, the chlorine solution must be removed through a mud pipe and the containers must be rinsed with clean tap water until the rinse water contains 0.3 - 0.5 mg/l of residual chlorine. 15. When chlorinating pipelines and water supply structures, the requirements of SNiP III-4-80* and departmental regulatory documents on safety precautions should be observed.

APPENDIX 6
Mandatory

ACT ABOUT WASHING AND DISINFECTING PIPELINES (STRUCTURES) FOR DOMESTIC WATER SUPPLY City __________________ “________” _____________ 19 _____ Commission consisting of representatives: sanitary and epidemiological service (SES) __________________________________ (city, district, ________________________________________________________________________ position, surname, acting) customer ________________________________________________________________ (name of organization, _________________________________________________________________________ position, surname, and .o.) construction and installation organization __________________________________________ (name of the organization, _________________________________________________________________________ position, surname, acting) operating organization _______________________________________________ (name of the organization, __________________________________________________________________________ position, surname, acting) have drawn up this act stating that pipeline, construction(cross out what is not necessary) ________________________________________ was subjected to washing and disinfection (name of object, length, diameter, volume) by chlorination _____________________________________________________ at a concentration (indicate which reagent) of active chlorine _________ mg/l (g/m 3) and contact duration _________ hours. Physical results chemical and bacteriological analyzes of water on ______ sheets are attached. Representative of the sanitary and epidemiological service (SES) ____________________ (signature) Representative of the customer ____________________ (signature) Representative of the construction and installation organization ____________________ (signature) Representative of the operating organization ____________________ (signature) Conclusion of the SES: Pipeline, structure consider it disinfected and (cross out what is not necessary) washed and allow it to be put into operation. Chief physician of the SES: “______” ____________ _________________________ (date) (last name, acting name, signature)

1. General Provisions. 1 2. Excavation work.. 2 3. Installation of pipelines. 2 General provisions. 2 Steel pipelines.. 3 Cast iron pipelines.. 6 Asbestos-cement pipelines.. 6 Reinforced concrete and concrete pipelines.. 6 Pipelines made of ceramic pipes. 7 Pipelines made of plastic pipes*. 7 4. Pipeline crossings through natural and artificial barriers... 8 5. Water supply and sewerage structures. 8 Structures for surface water intake... 8 Water wells.. 8 Capacitive structures. 10 6. Additional requirements for the construction of pipelines and water supply and sewerage structures in special natural and climatic conditions. eleven 7. Testing of pipelines and structures. eleven Pressure pipelines.. 11 Gravity pipelines.. 17 Capacitive structures. 19 Additional requirements for testing pressure pipelines and water supply and sewerage structures built in special natural and climatic conditions. 21 Appendix 1. Certificate of acceptance hydraulic testing of the pressure pipeline for strength and tightness. 22 Appendix 2. Procedure for conducting hydraulic testing of a pressure pipeline for strength and tightness. 23 Appendix 3. Report on conducting pneumatic testing of the pressure pipeline for strength and tightness. 24 Appendix 4. Certificate of acceptance hydraulic testing of a free-flow pipeline for leaks. 25 Appendix 5. Procedure for washing and disinfecting pipelines and drinking water supply structures. 25 Appendix 6. Act on the washing and disinfection of pipelines (structures) for domestic and drinking water supply. 28

Design of external sewerage, gutters and drainages
Pipeline installation

8.1 According to SNiP 3.05.04, pressure and non-pressure water supply and sewerage pipelines are tested for strength and density (tightness) by hydraulic or pneumatic methods twice (preliminary and final).

8.2 Preliminary test (excessive) hydraulic pressure during strength testing, performed before backfilling the trench and installing fittings (hydrants, safety valves, plungers), must be equal to the design operating pressure multiplied by a factor of 1.5.

8.3 The final test hydraulic pressure for density tests performed after backfilling the trench and completion of all work on this section of the pipeline, but before installing hydrants, safety valves and plungers, in place of which plugs are installed during the test, must be equal to the design working pressure multiplied by coefficient 1.3.

8.4 Before testing pressure pipelines with socket connections with O-rings, temporary or permanent stops must be installed at the ends of the pipeline and at the bends.

8.5 Preliminary hydraulic testing of pressure pipelines should be carried out in the following order:

Fill the pipeline with water and keep it without pressure for 2 hours;

Create test pressure in the pipeline and maintain it for 0.5 hours;

Reduce the test pressure to the design pressure and inspect the pipeline.

The pipeline is kept under operating pressure for at least 0.5 hours. Due to deformation of the pipeline shell, it is necessary to maintain test or operating pressure in the pipeline by pumping water until complete stabilization.

The pipeline is considered to have passed the preliminary hydraulic test if no ruptures of pipes or joints and connecting parts are detected under test pressure, and no visible water leaks are detected under operating pressure.

8.6 The final hydraulic test for density is carried out in the following order:

A pressure should be created in the pipeline equal to the design operating pressure and maintained for 2 hours; when the pressure drops by 0.02 MPa, water is pumped;

The pressure is raised to the test level within a period of no more than 10 minutes and maintained for 2 hours.

The pipeline is considered to have passed the final hydraulic test if the actual leakage of water from the pipeline at the test pressure does not exceed the values ​​​​specified in Table 5.

Outer diameter of pipes, mm	Permissible leakage, l/min, for pipes
	with permanent (welded, glued) connections	with socket connections on sealing rings

8.7 Hydraulic testing of gravity sewer networks is carried out after completion of waterproofing work in wells in two stages: without wells (preliminary) and together with wells (final).

8.8 The final test of the sewerage pipeline together with the wells is carried out in accordance with SNiP 3.05.04.

8.9 Hydraulic tests of systems made of polymeric materials of internal pipelines are carried out at positive ambient temperatures no earlier than 24 hours after the last welded and adhesive joint is made.

8.10 Hydraulic testing of internal drainage systems is carried out by filling them with water to the full height of the risers. Tests are carried out after external inspection of pipelines and elimination of visible defects. Hydraulic testing of glued pipelines begins no earlier than 24 hours after the last connection. The drainage system is considered to have passed the test if, 20 minutes after its filling, an external inspection of the pipelines reveals no leaks or other defects and the water level in the risers has not decreased.

8.11 Pneumatic tests of pipelines made of polymer materials are carried out during ground and above-ground installation in the following cases: ambient air temperature below 0 °C; the use of water is unacceptable for technical reasons; There is no water in the quantity required for testing.

The procedure for pneumatic testing of pipelines made of polymeric materials and safety requirements during testing are established by the project.

8.12 Preliminary and final tests of gravity sewer networks made of large-diameter pipes may be carried out pneumatically. Preliminary tests are carried out before the final filling of the trench (welded joints are not covered with soil). A test pressure of compressed air equal to 0.05 MPa is maintained in the pipeline for 15 minutes. At the same time, welded, glued and other joints are inspected and leaks are detected by the sound of leaking air, by bubbles formed in places of air leakage through butt joints coated with soap emulsion.

Final pneumatic tests are carried out when the groundwater level above the pipe in the middle of the pipeline under test is less than 2.5 m. Final pneumatic tests are carried out on sections 20-100 m long, and the difference between the highest and lowest points of the pipeline should not exceed 2.5 m. Pneumatic tests are carried out 48 hours after backfilling the pipeline. The test excess pressure of compressed air is indicated in Table 6.

Groundwater level h	Test pressure, MPa			Pressure drop,
from the pipeline axis, m	excessive initial p	final p 1	p - p 1, MPa
0 < h < 0,5
0,5 < h < 1
1 < h < 1,5
1,5 < h < 2
2 < h < 2,5

8.13 Acceptance of pipelines for operation must be carried out in accordance with the basic provisions of SNiP 3.01.04, as well as SNiP 3.05.04. When testing water supply and pressure sewerage pipelines and putting them into operation, the following must be drawn up:

Acts for hidden work (on the base, supports and building structures on pipelines, etc.);

Acts of external inspection of pipelines and elements (units, wells, etc.);

Test reports for the strength and density of pipelines;

Certificates for washing and disinfection of water pipelines;

Establishing compliance of the work performed with the project;

Certificates of incoming quality control of pipes and connecting parts.

8.14 In addition to the acceptance of hidden work and verification of pipeline testing reports for density and external inspection, the acceptance of non-pressure pipelines must be accompanied by a straightness check, as well as an instrumental check of trays in wells.

When accepting internal water pipelines, passports or certificates for polymer pipes, connecting parts and fittings are additionally checked.

Pipeline depressurization is an extremely undesirable phenomenon that can lead to very serious consequences.

To minimize the risk of such incidents, it is necessary to ensure that the system is sufficiently reliable before putting it into operation.

A special procedure will help you do this - pressure testing of the pipeline.

• 1 Pressure testing with air and water - what is it?
• 2 When is crimping necessary?
• 3 Preparatory measures for crimping
• 4 Crimping machines, pumps for crimping pipes
• 5 How is this done?
• 6 SNiP
• 7 Safety measures when crimping pipelines
• 8 Cost
• 9 Videos on the topic

Pressure testing with air and water - what is it?

The essence of pressure testing is to fill a certain system with a closed volume - a pipeline, container, machine or mechanism - or its isolated section with a medium whose pressure is 2 - 3 times higher than the working one and almost corresponds to the maximum permissible value (the value of the test pressure for each specific case is set by the appropriate norms).

If the object passes this test, it is considered suitable for use.

Otherwise, places where the system has leaked are identified and repaired.

To create the required pressure, either a special pump for pressure testing pipelines, the so-called pressure tester, or a standard one, for example, a circulation pump in a centralized heating system, is used.

Water is usually used as a working medium, but if for one reason or another its penetration outside the tested system is unacceptable, pressure testing is carried out with air. In this case, leak locations are more difficult to detect.

Pressure testing is a fairly serious undertaking and must be carried out by a specially trained, certified employee. For municipal and industrial enterprises this rule is mandatory.

Upon completion of the procedure, a Certificate of hydropneumatic testing of the system (pressure testing of the pipeline) is signed, indicating the date, pressure value, holding time and other information.

As for private housing, the decision here is in the hands of the homeowner. Many people undertake crimping on their own, but it is still better to entrust this work to a professional.

When is crimping necessary?

Pressure testing is performed in the following cases:

1. Before putting the system into operation for the first time.
2. After repairing the pipeline or replacing any of its components.
3. After a long period of inactivity (a typical example is heating pressure testing after the summer season).
4. If a scheduled check of the system status is provided. For example, sewerage from polymer pipelines is subjected to periodic pressure testing in order to check their integrity.
5. Also, pressure testing should be carried out after flushing the pipeline, especially if aggressive chemicals that can weaken the walls of pipes and fittings were used. The same applies to sewer cleaning, since during this operation the joints of the pipelines may be damaged.

There is a special type of pressure testing that is applied to water wells. This check allows you to determine whether the perched water is getting into the wellbore from where water is drawn.

Preparatory measures for crimping

Before starting crimping work, you must perform the following steps:

1. The pipeline system under test is inspected for obvious defects (missing elements, rusted areas, etc.). Identified violations are eliminated. If the system is filled with any substance that cannot be used for testing, for example, coolant in a heating system, it must be emptied.
2. Next, according to the rules, the pipeline is flushed. This operation will remove scale, rust, and organic and inorganic deposits from the pipes. Flushing can be carried out in various ways, some of which require the use of a compressor. According to the rules, upon completion of this procedure, the quality of its implementation should be checked by cutting out a section 0.5 m long in an arbitrary place of the pipeline and assessing the condition of its internal surface.
3. The preparatory stage ends with the installation of a check valve and a pressure gauge, if they are not part of the injection device. A check valve is necessary to retain the working medium in the system.

When testing heating systems of apartment buildings, work on preparing the heating unit is carried out separately from the entire system and after it. This is due to the fact that this unit is tested with a higher pressure value.

Crimping machines, pumps for crimping pipes

First of all, the pumps used for pressure testing differ in the design of the discharge mechanism.

On this basis they are divided into the following groups:

1. Piston.
2. Vane-rotor.
3. Membrane.

For crimping systems with a small volume, for example, heating circuits in private homes, you can purchase an inexpensive and easy-to-maintain manual crimping machine.

Using such a device, the operator will be able to pump up to 3 liters of working fluid per minute into the pipeline. For a multi-storey building, this option, of course, will be unacceptable; here you will need a crimping machine with an electric or internal combustion engine drive.

The most popular is the domestically produced manual crimping machine UGO-30, designed for a maximum pressure of 30 atm. The cylinder volume is 36 cubic meters. cm, force on the handle – 2 kg. Equipped with a 16 liter tank.

For more serious tasks, manual two-stage pumps UGO-50 (up to 50 atm) and UGI-450 (up to 450 atm) are intended.

Manual hydraulic crimping machine UGO 30

Among electric crimpers, units from the German company Rothenberger are known, for example, the self-priming model RP PRO II, which develops a pressure of 60 atm and a flow of 8 l/min. The drive power is 1.6 kW.

Ridgid products are also highly rated, for example, model 1460-E. This crimping machine develops pressure up to 40 atm.

The autonomous water supply system will operate uninterruptedly only if the pressure switch for the hydraulic accumulator is correctly configured. Let's consider the principle of operation and the procedure for adjusting the relay.

Read how to make a drainage well with your own hands here.

Who doesn't dream of a swimming pool in their country house? Such a custom-made design will be expensive, but you can save money and build a pool yourself. Here http://aquacomm.ru/vodosnabzenie/zagorodnyie-doma-v/bassejn-na-dache-svoimi-rukami.html you will find instructions for building a concrete reservoir.

How it's done?

The general scheme of hydropneumatic tests is as follows:

1. The part of the system being tested is isolated by shutting off the shut-off or control valves (the sewer pipes are closed with rubber plugs or wooden plugs wrapped in rags).
2. Next, the system is completely filled with water. In the heating system, air is released through air vents installed at the very top.
3. A pressure testing pump is connected to the pipeline, which pumps a certain amount of working fluid into the system, creating the pressure required by the test regulations.
4. When the required pressure is reached, the pressure tester switches off. In this case, the observer records the readings on the pressure gauge.
5. The system remains under pressure for a certain period of time. The exposure time can range from 0.5 hours (for heating systems) to 6 – 8 hours.
6. After the appointed time has expired, the observer takes readings from the pressure gauge again. If the pressure differs from the original value, then there is a leak in the system that should be found and repaired. After this, crimping is performed again.

Pressure testing of heating system with air

The following connection points are usually used:

• For heating systems: a special valve on one of the radiators, or a drain valve on the elevator unit (in centralized systems).
• For water supply systems: one of the connections to a cold or hot water tap.
• For the sewerage system: any of the revisions, usually installed in increments of 40 - 50 m.

If the heating system has been tested, the Hydropneumatic Test Report is signed by representatives of the heating network and the organization providing heat supply. Next, the inspector checks the coolant for hardness.

SNiP

Data on the procedure for performing pressure testing of pipelines, technological diagrams of this process and safety precautions are contained in the relevant sections of the following SNiPs:

• SNiP 3.05.01-85 (dedicated to internal sanitary systems).
• SNiP 41-01-2003 (outlines the issues of organizing heating, air conditioning and ventilation systems).
• SNiP 3.05.04-85 (applies to external drainage systems).

The method of pressure testing of pipelines of industrial enterprises is specified in industry standards.

Among other things, these documents establish the value of the test pressure. It depends on the material of the pipeline, the thickness of its walls (the minimum value is taken), the difference in height between the uppermost and lower elements of the system and other factors. Most often, the pressure during hydropneumatic tests is developed to the following values:

• in pressure pipelines (water supply): 10 – 15 atm.;
• cast iron sewerage: 1.5 atm.;
• non-pressure polymer pipes: 1.5 – 2 atm.;
• heating systems in apartment buildings (with cast iron radiators): 2 – 5 atm. (according to SNiP - at least 1.5 working pressure);
• input node (in centralized systems): 10 atm.;

When pressure testing a heating system in private homes, a pressure of up to 2 atm is sufficient. (there is no point in pumping higher: the emergency valve is usually set to this level).

Safety measures when crimping pipelines

The main safety requirements are to limit the value of the test pressure. If it is too high, some elements may be destroyed. To insure against such troubles, it is better to use a crimping machine with a special limiter.

Price

The cost of crimping depends on several factors:

• length (internal volume) of the system;
• the age of the system and the condition of its constituent elements (the amount of rust and dirt and salt deposits);
• type of equipment used.

Prices from different performers, even within the same city, may differ by 2–3 times. Private teams and craftsmen charge the cheapest for their services.

PRESSURE PIPES

7.1. If there is no indication in the project about the testing method, pressure pipelines are subject to testing for strength and tightness, as a rule, by hydraulic method. Depending on the climatic conditions in the construction area and in the absence of water, a pneumatic testing method can be used for pipelines with an internal design pressure P p, not more than:

underground cast iron, asbestos-cement and reinforced concrete - 0.5 MPa (5 kgf/cm 2);

underground steel - 1.6 MPa (16 kgf/cm 2);

above-ground steel - 0.3 MPa (3 kgf/cm2).

7.2. Testing of pressure pipelines of all classes must be carried out by a construction and installation organization, as a rule, in two stages:

first— preliminary testing for strength and tightness, carried out after filling the sinuses with soil tamping to half the vertical diameter and filling the pipes in accordance with the requirements SNiP 3.02.01-87 with butt joints left open for inspection; this test can be carried out without the participation of representatives of the customer and the operating organization with the drawing up of a report approved by the chief engineer of the construction organization;

second— acceptance (final) test for strength and tightness should be performed after the pipeline is completely backfilled with the participation of representatives of the customer and the operating organization with the drawing up of a report on the test results in the form of mandatory or.

Both stages of the test must be performed before installing hydrants, plungers, and safety valves, in place of which flange plugs should be installed during the test. Preliminary pipeline testing, accessible for inspection in working condition 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 be carried out.

7.3. Pipelines of underwater crossings are subject to preliminary testing twice: on a slipway or platform after welding the pipes, but before applying anti-corrosion insulation to the 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 documented in a mandatory form.

7.4. Pipelines laid at crossings over railways and roads of categories I and II are subject to preliminary testing after laying the working pipeline in a case (casing) before filling the interpipe space of the case cavity and before backfilling the working and receiving pits of the crossing.

7.5. The values ​​of the internal design pressure Р Р and test pressure Р 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 SNiP 2.04.02-84 and are indicated in the working documentation.

The value of the test pressure for tightness P g for carrying out both preliminary and acceptance tests of the pressure pipeline must be equal to the value of the internal design pressure P p plus the value ∆P taken in accordance with table 4 depending on the upper limit of pressure measurement, accuracy class and scale division of the pressure gauge. 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 test method, should be tested with a length of less than 1 km - at one time; for longer lengths - in sections of no more than 1 km. The length of the test sections of these pipelines using the hydraulic testing method is allowed to exceed 1 km, provided that the permissible flow rate of pumped water should be determined as for a section 1 km long.

Pipelines made of LDPE, HDPE and PVC pipes, regardless of the test method, should be tested at a length of no more than 0.5 km at a time, and for longer lengths - in sections of no more than 0.5 km. With appropriate justification, the project allows testing of the specified pipelines in one step for a length of up to 1 km, provided that the permissible flow rate of pumped water should be determined as for a section 0.5 km long.

Table 4

The value of the internal design pressure in the pipeline Р р, MPa (kgf/cm2)

∆Р for various values ​​of internal design pressure Р р in the pipeline and characteristics of the technical pressure gauges used

division price, MPa (kgf/cm2)

∆Р, MPa (kgf/cm2)

division price, MPa (kgf/cm2)

∆Р, MPa (kgf/cm2)

upper limit of pressure measurement, MPa (kgf/cm2)

division price, MPa (kgf/cm2)

∆Р, MPa (kgf/cm2)

upper limit of pressure measurement, MPa (kgf/cm2)

division price, MPa (kgf/cm2)

∆Р, MPa (kgf/cm2)

Accuracy classes of technical pressure gauges

Up to 0.4 (4)

0,6(6)

From 0.41 to 0.75

(from 4.1 to 7.5)

From 0.76 to 1.2

(from 7.6 to 12)

From 1.21 to 2.0

(from 12.1 to 20)

From 2.01 to 2.5

(from 20.1 to 25)

From 2.51 to 3.0

(from 25.1 to 30)

From 3.01 to 4.0

(from 30.1 to 40)

From 4.01 to 5.0

(from 40.1 to 50)

7.7. If there are no instructions in the project on the value of the hydraulic test pressure P and to perform a preliminary test of pressure pipelines for strength, the value is taken in accordance with table 5*

Table 5

Pipeline characteristics	Test pressure value during preliminary testing, MPa (kgf/cm2)
1. Steel class I* with butt welded joints (including underwater) with an internal design pressure P p up to 0.75 MPa (7.5 kgf/cm 2)	1,5 (15)
2. The same, from 0.75 to 2.5 MPa (from 7.5 to 25 kgf/cm 2)	Internal design pressure with a coefficient of 2, but not more than the factory test pressure of the pipes
3. Same, St. 2.5 MPa (25 kgf/cm 2)
4. Steel, consisting of separate sections connected by flanges, with internal design pressure R r up to 0.5 MPa (5 kgf/cm 2)	0,6 (6)
5. Steel 2nd and 3rd classes with welded butt joints and internal design pressure R r up to 0.75 MPa (7.5 kgf/cm 2)	1,0 (10)
6. The same, from 0.75 to 2.5 MPa (from 7.5 to 25 kgf/cm 2)	Internal design pressure with a coefficient of 1.5, but not more than the factory test pressure of the pipes
7. Same, St. 2.5 MPa (25 kgf/cm 2)	Internal design pressure with a coefficient of 1.25, but not more than the factory test pressure of the pipes
8. Steel gravity water intake or sewer outlet	Installed by project
9. Cast iron with butt joints for caulking (according to GOST 9583-75 for pipes of all classes) with an internal design pressure of up to 1 MPa (10 kgf/cm2)	Internal design pressure plus 0.5 (5), but not less than 1 (10) and not more than 1.5 (15)
10. The same, with butt joints on rubber cuffs for pipes of all classes	Internal design pressure with a coefficient of 1.5, but not less than 1.5 (15) and not more than 0.6 of the factory test hydraulic pressure
11. Reinforced concrete	Internal design pressure with a factor of 1.3, but not more than the factory waterproof test pressure
12. Asbestos-cement	Internal design pressure with a coefficient of 1.3, but not more than 0.6 of the factory waterproof test pressure
13. Plastic	Internal design pressure with a factor of 1.3

* Pipeline classes are accepted according to SNiP 2.04.02-84.

7.8. Before carrying out preliminary and acceptance tests of pressure pipelines there must be:

all work on sealing butt joints, installation of stops, installation of connecting parts and fittings has been completed, satisfactory results of quality control of welding and insulation of steel pipelines have been obtained;

flange plugs were installed on bends instead of hydrants, plungers, safety valves and at points of connection to operating pipelines;

means for filling, crimping and emptying the test area have been prepared, temporary communications have been installed and instruments and taps necessary for testing have been installed;

wells were drained and ventilated for preparatory work, duty was organized at the border of the security zone;

The tested section of the pipeline is filled with water (with the hydraulic test method) and air is removed from it.

The procedure for conducting hydraulic testing of pressure pipelines for strength and tightness is set out in the recommended one.

7.9. In order to test the pipeline, the responsible contractor must be issued a work permit for high-risk work, indicating the size of the security zone. The form of the permit and the procedure for its issuance must comply with the requirements SNiP III-4-80*.

7.10. To measure hydraulic pressure during preliminary and acceptance tests of pipelines for strength and tightness, duly certified spring pressure gauges of an accuracy class of at least 1.5 with a body diameter of at least 160 mm and a scale for a nominal pressure of about 4/3 of the test P should be used. .

To measure the volume of water pumped into the pipeline and released from it during testing, measuring tanks or cold water meters (water meters) in accordance with GOST 6019-83, certified in the prescribed manner, should be used.

7.11. Filling the pipeline under test with water should be carried out, as a rule, with an intensity, m 3 / h, no more than: 4 - 5 - for pipelines with a diameter of up to 400 mm; 6 - 10 - for pipelines with a diameter of 400 to 600 mm; 10 - 15 - for pipelines with a diameter of 700 - 1000 mm and 15 - 20 - for pipelines with a diameter over 1100 mm.

When filling the pipeline with water, air must be removed through open taps and valves.

7.12. Acceptance hydraulic testing of the pressure pipeline may begin after filling it with soil in accordance with the requirements SNiP 3.02.01-87 and filling with water for the purpose of water saturation, and if at the same time it was kept in a filled state for at least: 72 hours - for reinforced concrete pipes (including 12 hours under the internal design pressure P p); asbestos-cement pipes - 24 hours (including 12 hours under internal design pressure Р р); 24 hours - for cast iron pipes. For steel and polyethylene pipelines, exposure for the purpose of water saturation is not performed.

If the pipeline was filled with water before backfilling with soil, then the specified duration of water saturation is established from the moment the pipeline is backfilled.

7.13. The pressure pipeline is recognized as having passed the preliminary and acceptance hydraulic tests for tightness if the flow rate of pumped water does not exceed the permissible flow rate of pumped water for a test section of 1 km or more in length specified in table 6*.

If the flow of pumped water exceeds the permissible limit, then the pipeline is considered to have failed the test and measures must be taken to detect and eliminate hidden defects in the pipeline, after which the pipeline must be retested.

Table 6*

Pipeline internal diameter, mm	Permissible flow rate of pumped water to a tested pipeline section with a length of 1 km or more, l/min, at the acceptance test pressure for pipes
	steel	cast iron	asbestos-cement	reinforced concrete
	0,28	0,70	1,40
	0,35	0,90	1,56
	0,42	1,05	1,72
	0,56	1,40	1,98
	0,70	1,55	2,22
	0,85	1,70	2,42
	0,90	1,80	2,62
	1,00	1,95	2,80
	1,05	2,10	2,96
	1,10	2,20	3,14
	1,20	2,40
	1,30	2,55
	1,35	2,70
	1,45	2,90
1000	1,50	3,00
1100	1,55
1200	1,65
1400	1,75
1600	1,85
1800	1,95
2000	2,10

Notes: 1. For cast iron pipelines with butt joints on rubber seals, the permissible flow rate of pumped water should be taken with a coefficient of 0.7.

2. If the length of the tested pipeline section is less than 1 km, the permissible flow rates of pumped water shown in the table should be multiplied by its length, expressed in km; for a length exceeding 1 km, the permissible flow rate of pumped water should be taken as for 1 km.

3. For pipelines made of LDPE and HDPE with welded joints and pipelines made of PVC with adhesive joints, the permissible flow rate of pumped water should be taken as for steel pipelines equivalent in outer diameter, determining this flow rate by interpolation.

4. For PVC pipelines with connections on rubber cuffs, the permissible flow rate of pumped water should be taken as for cast iron pipelines with the same connections, equivalent in size to the outer diameter, determining this flow rate by interpolation.

7.14. The value of the test pressure when testing pipelines pneumatically for strength and tightness in the absence of data in the design should be taken:

for steel pipelines with a design internal pressure P p up to 0.5 MPa (5 kgf/cm 2) incl. — 0.6 MPa (6 kgf/cm2) during preliminary and acceptance testing of pipelines;

for steel pipelines with a design internal pressure Р р 0.5 - 1.6 MPa (5 - 16 kgf/cm2) - 1.15 Р р during preliminary and acceptance testing of pipelines;

for cast iron, reinforced concrete and asbestos-cement pipelines, regardless of the value of the design internal pressure - 0.15 MPa (1.5 kgf/cm2) - during preliminary and 0.6 MPa (6 kgf/cm2) - acceptance tests.

7.15. After filling the steel pipeline with air, before testing it, the air temperature in the pipeline and the soil temperature should be equalized. Minimum holding time depending on the pipeline diameter, h, at D y:

Up to 300 mm - 2

From 300 to 600 “— 4

« 600 « 900 « — 8

« 900 « 1200 « — 16

« 1200 « 1400 « — 24

St. 1400 « – 32

7.16. When conducting a preliminary pneumatic strength test, the pipeline should be kept under test pressure for 30 minutes. To maintain the test pressure, air must be pumped.

7.17. Inspection of the pipeline in order to identify defective areas is allowed to be carried out when the pressure decreases: in steel pipelines - up to 0.3 MPa (3 kgf/cm 2); in cast iron, reinforced concrete and asbestos-cement - up to 0.1 MPa (1 kgf/cm2). In this case, leaks and other defects in the pipeline should be identified by the sound of leaking air and by bubbles formed in places of air leaks through butt joints coated on the outside with soap emulsion.

7.18. Defects identified and noted during pipeline inspection should be eliminated after the excess pressure in the pipeline has been reduced to zero. After eliminating the defects, the pipeline must be retested.

7.19. The pipeline is recognized as having passed the preliminary pneumatic strength test if a thorough inspection of the pipeline does not reveal any violation of the integrity of the pipeline or defects in joints and welded joints.

7.20. Acceptance testing of pipelines by pneumatic method for strength and tightness must be performed in the following sequence:

the pressure in the pipeline should be brought to the strength test pressure specified in clause 7.14, and maintain the pipeline under this pressure for 30 minutes; if damage to the integrity of the pipeline does not occur under the test pressure, then reduce the pressure in the pipeline to 0.05 MPa (0.5 kgf/cm2) and maintain the pipeline under this pressure for 24 hours;

after the end of the pipeline holding period under a pressure of 0.05 MPa (0.5 kgf/cm 2), a pressure equal to 0.03 MPa (0.3 kgf/cm 2) is established, which is the initial test pressure of the pipeline for tightness P n , the start time of the leak test is noted, as well as the barometric pressure R B n , mmHg Art., corresponding to the start of the test;

the pipeline is tested under this pressure for the time specified in table 7;

after the time specified in table 7, measure the final pressure in the pipeline P k, mm water. art., and final barometric pressure P b k , mmHg.;

pressure drop value P, mm water. Art., determined by the formula

P =γ (R n - R k) + 13.6 (R b n - R b k). (1)

Table 7

Inner diameter of pipes, mm	Pipelines
	steel		cast iron		asbestos-cement and reinforced concrete
			test duration, h - min	permissible pressure drop during the test, mm water. Art.	test duration, h-min	permissible pressure drop during the test, mm water. Art.

When using water in a pressure gauge as a working fluid = 1, kerosene - = 0,87.

Note. By agreement with the design organization, the duration of pressure reduction may be reduced by half, but not less than 1 hour; in this case, the pressure drop should be taken in a proportionally reduced amount.

7.21. The pipeline is recognized as having passed the acceptance (final) pneumatic test if its integrity and the magnitude of the pressure drop are not compromised R, determined by formula (1), will not exceed the values ​​specified in table 7. In this case, the formation of air bubbles on the outer wetted surface of reinforced concrete pressure pipes is allowed.

NON-PRESSURE PIPELINES

7.22. A non-pressure pipeline should be tested for leaks twice: preliminary - before backfilling and acceptance (final) after backfilling in one of the following ways:

first - determining the volume of water added to a pipeline laid in dry soils, as well as in wet soils, when the groundwater level (horizon) at the top well is located below the surface of the earth by more than half the depth of the pipes, counting from the hatch to the shelyga;

second - determining the influx of water into a pipeline laid in wet soils, when the groundwater level (horizon) at the top well is located below the surface of the earth at less than half the depth of the pipes, counting from the hatch to the shelyga. The pipeline testing method is established by the project.

7.23. Wells of non-pressure pipelines that are waterproofed on the inside should be tested for tightness by determining the volume of added water, and wells that are waterproofed on the outside should be tested by determining the flow of water into them.

Wells designed to have watertight walls and internal and external insulation can be tested for water addition or groundwater influx, in accordance with clause 7.22, together with pipelines or separately from them.

Wells that do not have waterproof walls or internal or external waterproofing according to the design are not subject to acceptance testing for tightness.

7.24. Non-pressure pipelines should be tested for leaks in areas between adjacent wells.

In case of difficulties with the delivery of water, justified in the project, testing of free-flow pipelines can be carried out selectively (as directed by the customer): with a total pipeline length of up to 5 km - two or three sections; if the pipeline length is over 5 km - several sections with a total length of at least 30%.

If the results of random testing of pipeline sections are unsatisfactory, then all sections of the pipeline are subject to testing.

7.25. Hydrostatic pressure in the pipeline during its preliminary testing must be created by filling the riser installed at its highest point with water, or by filling the upper well with water, if the latter is to be tested. In this case, the value of hydrostatic pressure at the top point of the pipeline is determined by the amount of excess of the water level in the riser or well above the pipeline shelyga or above the groundwater horizon, if the latter is located above the shelyga. The magnitude of hydrostatic pressure in the pipeline during testing must be indicated in the working documentation. For pipelines laid from free-flow concrete, reinforced concrete and ceramic pipes, this value, as a rule, should be equal to 0.04 MPa (0.4 kgf/cm2).

7.26. Preliminary testing of pipelines for leaks is carried out with the pipeline not covered with earth for 30 minutes. The test pressure must be maintained by adding water to the riser or well, without allowing the water level in them to drop by more than 20 cm.

The pipeline and well are considered to have passed the preliminary test if no water leaks are detected during their inspection. In the absence of increased requirements for pipeline tightness in the project, sweating is allowed on the surface of pipes and joints with the formation of droplets that do not merge into one stream when the amount of sweating occurs on no more than 5% of the pipes in the test area.

7.27. Acceptance testing for tightness should begin after holding reinforced concrete pipelines and wells with waterproofing on the inside or waterproof walls according to the design in a water-filled state for 72 hours and pipelines and wells made of other materials for 24 hours.

7.28. Tightness during acceptance testing of a buried pipeline is determined by the following methods:

first - based on the volume of water added to the riser or well measured in the upper well for 30 minutes; in this case, a decrease in the water level in the riser or in the well is allowed by no more than 20 cm;

second - based on the volume of groundwater flowing into the pipeline measured in the lower well.

The pipeline is recognized as having passed the acceptance test for tightness if the volumes of added water determined during testing using the first method (groundwater influx using the second method) are no more than those specified in table 8*, about which an act must be drawn up in the form of a mandatory applications 4.

Table 8*

Nominal pipeline diameter D y, mm	Permissible volume of water added to the pipeline (water influx) per 10 m length of the tested pipeline during the test period of 30 minutes, l, for pipes
	reinforced concrete and concrete	ceramic	asbestos-cement

Notes: 1. When the test duration increases beyond 30 minutes, the permissible volume of added water (water influx) should be increased in proportion to the increase in test duration.

2. The permissible volume of added water (water inflow) into a reinforced concrete pipeline with a diameter of over 600 mm should be determined by the formula

q = 0.83 (D + 4), l, per 10 m of pipeline length during the test, 30 min, (2)

where D is the internal (conditional) diameter of the pipeline, dm.

3. For reinforced concrete pipelines with butt joints on rubber seals, the permissible volume of added water (water influx) should be taken with a coefficient of 0.7.

4. The permissible volumes of added water (water inflow) through the walls and bottom of the well per 1 m of its depth should be taken equal to the permissible volume of added water (water influx) per 1 m length of pipes, the diameter of which is equal in area to the internal diameter of the well.

5. The permissible volume of added water (water influx) into a pipeline constructed from prefabricated reinforced concrete elements and blocks should be taken the same as for pipelines made from reinforced concrete pipes of equal size in cross-sectional area.

6. The permissible volume of water added to the pipeline (water influx) per 10 m of the length of the tested pipeline during a test of 30 minutes for LDPE and HDPE pipes with welded joints and PVC pressure pipes with adhesive joints should be determined for diameters up to 500 mm inclusive. by formula q = 0.03D, with a diameter of more than 500 mm - according to the formula q = 0.2 + 0.03D, where D is the outer diameter of the pipeline, dm; q is the permissible volume of added water, l.

7. The permissible volume of water added to the pipeline (water influx) per 10 m of the length of the tested pipeline during a test of 30 minutes for PVC pipes with connections on a rubber cuff should be determined by the formula q = 0.06 + 0.01D, where D is the outer diameter pipeline, dm; q is the permissible volume of added water, l.

7.29. Storm sewerage pipelines are subject to preliminary and acceptance testing for tightness in accordance with the requirements of this subsection, if provided for by the project.

7.30. Pipelines made of non-pressure reinforced concrete socketed, seam and smooth-ended pipes with a diameter of more than 1600 mm, designed according to the design for pipelines operating continuously or periodically under pressure up to 0.05 MPa (B m of water column) and having a special design made in accordance with the design waterproof external or internal lining are subject to hydraulic pressure testing specified in the project.

TANK STRUCTURES

7.31. Hydraulic testing for water tightness (tightness) of capacitive structures must be carried out after the concrete has reached its design strength, after they have been cleaned and washed.

Waterproofing and filling of tank structures with soil should be carried out after obtaining satisfactory results of hydraulic testing of these structures, unless other requirements are justified by the design.

7.32. Before conducting a hydraulic test, the tank structure should be filled with water in two stages:

first - filling to a height of 1 m with exposure for 24 hours;

second - filling to the design level.

A tank structure filled with water to the design level should be kept for at least three days.

7.33. A tank structure is recognized as having passed the hydraulic test if the loss of water in it per day does not exceed 3 liters per 1 m 2 of the wetted surface of the walls and bottom, no signs of leakage are found in the seams and walls and no soil moisture is detected at the base. Only darkening and slight sweating of individual places is allowed.

When testing the water resistance of tank structures, the loss of water due to evaporation from the open water surface must be taken into account additionally.

7.34. If there are jet leaks and water leaks on the walls or soil moisture at the base, the capacitive structure is considered to have failed the test, even if the water loss in it does not exceed the norm. In this case, after measuring the water loss from the structure when it is completely flooded, the areas to be repaired must be recorded.

After eliminating the identified defects, the tank structure must be retested.

7.35. When testing tanks and containers for storing aggressive liquids, water leakage is not allowed. The test should be carried out before applying the anti-corrosion coating.

7.36. Pressure channels of filters and contact clarifiers (prefabricated and monolithic reinforced concrete) are subjected to hydraulic testing with the design pressure specified in the working documentation.

7.37. The pressure channels of filters and contact clarifiers are recognized as having passed the hydraulic test if, upon visual inspection, no water leaks are detected in the side walls of the filters and above the channel and if within 10 minutes the test pressure does not decrease by more than 0.002 MPa (0.02 kgf/cm 2) .

7.38. The drainage tank of cooling towers must be waterproof, and during hydraulic testing of this tank on the inner surface of its walls, darkening or slight sweating of individual places is not allowed.

7.39. Drinking water reservoirs, settling tanks and other capacitive structures after installation of floors are subject to hydraulic testing for water tightness in accordance with the requirements pp. 7.31-7.34.

The drinking water reservoir, before waterproofing and backfilling with soil, is subject to additional testing for vacuum and excess pressure, respectively, with vacuum and excess air pressure in the amount of 0.0008 MPa (80 mm water column) for 30 minutes and is recognized as having passed the test if the values ​​are accordingly vacuum and excess pressure in 30 minutes will not decrease by more than 0.0002 MPa (20 mm water column), unless other requirements are justified by the design.

7.40. The digester (cylindrical part) should be subjected to hydraulic testing according to the requirements pp. 7.31-7.34, and the ceiling, the metal gas cap (gas collector) should be tested for tightness (gas tightness) pneumatically to a pressure of 0.005 MPa (500 mm water column).

The digester is maintained under test pressure for at least 24 hours. If defective areas are detected, they must be eliminated, after which the structure must be tested for pressure drop for an additional 8 hours. The digester is recognized as having passed the leak test if the pressure in it does not decrease within 8 hours more than 0.001 MPa (100 mm water column).

7.41. The caps of the drainage and distribution system of filters, after their installation, before loading the filters, should be tested by supplying water with an intensity of 5-8 l/(s×m2) and air with an intensity of 20 l/(s×m2) three times, repeating for 8-10 minutes. Defective caps discovered in this case must be replaced.

7.42. Before being put into operation, completed pipelines and drinking water supply structures are subject to rinsing (cleaning) and disinfection by chlorination, followed by rinsing until satisfactory control physical, chemical and bacteriological water analyzes are obtained that meet the requirements GOST 2874-82 and “Instructions for monitoring the disinfection of household and drinking water and the disinfection of water supply facilities with chlorine during centralized and local water supply” of the USSR Ministry of Health.

7.43. Washing and disinfection of pipelines and drinking water supply structures must be carried out by the construction and installation organization that carried out the laying and installation of these pipelines and structures, with the participation of representatives of the customer and the operating organization, with control carried out by representatives of the sanitary and epidemiological service. The procedure for washing and disinfecting pipelines and domestic water supply structures is set out in the recommended Appendix 5.

7.44. A report must be drawn up on the results of the washing and disinfection of pipelines and domestic and drinking water supply structures in the form given in the mandatory Appendix 6.

The test results of capacitive structures should be documented in an act signed by representatives of the construction and installation organization, the customer and the operating organization.

ADDITIONAL REQUIREMENTS FOR TESTING PRESSURE PIPELINES AND WATER SUPPLY AND SEWERAGE STRUCTURES CONSTRUCTED IN SPECIAL NATURAL AND CLIMATIC CONDITIONS

7.45. Pressure pipelines for water supply and sewerage, constructed in conditions of subsidence soils of all types outside the territory of industrial sites and populated areas, are tested in sections no longer than 500 m; on the territory of industrial sites and populated areas, the length of test sections should be determined taking into account local conditions, but not more than 300 m.

7.46. Checking the water resistance of tank structures built on subsidence soils of all types should be carried out 5 days after they are filled with water, and the loss of water per day should not exceed 2 liters per 1 m2 of the wetted surface of the walls and bottom.

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