8.1. The number of water lines should be taken taking into account the category of water supply system and the priority of construction.
8.2. When laying pipelines in two or more lines, the need for switching between pipelines is determined depending on the number of independent water intake structures or pipelines supplying water to the consumer, and in the event of a shutdown of one piping or its section, the total water supply to the facility for drinking and drinking needs to be reduced no more than 30% of the estimated consumption, for production needs - according to the emergency schedule.
8.3. When laying a water conduit in one line and supplying water from one source, the volume of water should be provided for the time of liquidation of the accident at the water conduit in accordance with clause 9.6. When supplying water from several sources, the emergency volume of water can be reduced provided that the requirements of paragraph 8.2 are met.
8.4. The estimated time for the liquidation of an accident on pipelines of water supply systems of category I should be taken according to table. 34. For water supply systems of category II and III, the time indicated in the table should be increased by 1.25 and 1.5 times, respectively.
Table 34
Notes: 1. Depending on the material and diameter of the pipes, the features of the water mains, the conditions for laying pipes, the availability of roads, vehicles and means of liquidating the accident, the indicated time can be changed, but should be taken at least 6 hours.
2. It is allowed to increase the time for liquidation of the accident provided that the duration of interruptions in the supply of water and a decrease in its supply does not exceed the limits specified in clause 4.4.
3. If it is necessary to disinfect the pipelines after the liquidation of the accident, the time indicated in the table should be increased by 12 hours.
8.5. Water networks should be circular. Dead-end water supply lines may be used:
for supplying water for industrial needs - if the interruption in water supply is permissible for the period of liquidation of the accident;
for supplying water for domestic and drinking needs - with a pipe diameter of not more than 100 mm;
for supplying water for fire-fighting or for household-fire-fighting needs, regardless of the water flow for fire fighting - with a line length of not more than 200 m.
Ringing of external water supply networks by internal water supply networks of buildings and structures is not allowed.
Note. In settlements with a population of up to 5 thousand people. and water consumption for external fire extinguishing of up to 10 l / s or with the number of internal fire hydrants in a rank of up to 12 dead-end lines with a length of more than 200 m are allowed, provided that fire tanks or reservoirs, a water tower or a counter reservoir at the end of the dead end are installed.
8.6. When one section is switched off (between settlement nodes), the total water supply for drinking and other needs along the remaining lines should be at least 70% of the estimated flow rate, and the water supply to the most unfavorable locations of the water intake should be at least 25% of the calculated water flow rate, while free Head must be at least 10 m.
8.7. The device of accompanying lines for connecting associated consumers is allowed with a diameter of trunk lines and water conduits of 800 mm or more and a transit flow rate of at least 80% of the total flow rate; for smaller diameters - with justification.
With a width of driveways of more than 20 m, laying of duplicate lines is allowed, excluding the intersection of driveways with inputs.
In these cases, fire hydrants should be installed on accompanying or backup lines.
With the width of the streets within the red lines of 60 m or more, one should also consider the option of laying water supply networks on both sides of the streets.
8.8. The connection of drinking water supply networks with water supply networks supplying non-potable water quality is not allowed.
Note. In exceptional cases, in agreement with the bodies of the sanitary-epidemiological service, it is allowed to use domestic drinking water supply as a reserve for a non-potable water supply pipe. The design of the jumper in these cases should provide an air gap between the networks and exclude the possibility of reverse water flow.
8.9. On water mains and water supply lines, if necessary, the following should be installed:
rotary locks (latches) for allocation of repair sites;
valves for air inlet and outlet when emptying and filling pipelines;
valves for air intake and trapping;
plungers for air discharge during the operation of pipelines;
outlets for water discharge when emptying pipelines;
compensators;
mounting inserts;
check valves or other types of valves of automatic action to turn off repair areas;
pressure regulators;
apparatus for preventing the increase in pressure during hydraulic shocks or in the event of a malfunction of pressure regulators.
On pipelines with a diameter of 800 mm and more, the device of manholes is allowed (for inspection and cleaning of pipes, repair of shut-off and control valves, etc.).
On gravity-pressure water conduits, it is necessary to provide for the installation of unloading chambers or the installation of equipment that protects the water conduits from all possible operating modes from increasing the pressure above the limit acceptable for the adopted type of pipes.
Note. The use of valves instead of butterfly valves is allowed, if necessary, the systematic cleaning of the inner surface of pipelines with special units.
8.10. The length of repair sections of water pipes should be taken: when laying water pipes in two or more lines and in the absence of switching - not more than 5 km; in the presence of switching, equal to the length of the sections between switching, but not more than 5 km; when laying pipelines in one line - no more than 3 km.
Note. The division of the water supply network into repair sections should ensure that when one of the sections is switched off, it will turn off no more than five fire hydrants and supply water to consumers who do not allow a break in water supply.
When substantiating, the length of repair sections of water conduits can be increased.
8.11. Automatic operation valves for air inlet and outlet should be provided at elevated critical points of the profile and at the upper boundary points of repair sections of water conduits and network to prevent the formation of a vacuum in the pipeline, the value of which exceeds the permissible value for the adopted type of pipes, as well as to remove air from the pipeline when it filling out.
With a vacuum value not exceeding the permissible value, manual valves can be used.
Instead of automatic action valves for air inlet and outlet, it is allowed to provide automatic action valves for air intake and trapping with hand-operated valves or valves (depending on the flow rate of the removed air).
8.12. Plungers should be provided at elevated critical points of the profile on the air collectors. The diameter of the air intake should be taken equal to the diameter of the pipeline, height - 200-500 mm, depending on the diameter of the pipeline.
When substantiating, it is allowed to use air collectors of other sizes.
The diameter of the stop valves that disconnect the plunger from the air intake should be taken equal to the diameter of the plunger connecting pipe.
The required throughput of the ventilation ducts must be determined by calculation or taken equal to 4% of the maximum estimated flow rate of water supplied through the pipeline, counting by the volume of air at normal atmospheric pressure.
If there are several elevated critical points of the profile on the water conduit, then at the second and subsequent points (counting along the direction of the water), the required capacity of the plungers can be assumed to be equal to 1% of the maximum calculated water flow, provided that this critical point is lower than the first or above it no more than 20 mi at a distance from the previous one not more than 1 km.
Note. With a slope of the descending section of the pipeline (after the turning point of the profile) of 0.005 or less, plungers are not provided; with a slope within 0.005-0.01 at the turning point of the profile, instead of the plunger, it is allowed to provide a valve (valve) on the air collector.
8.13. Water conduits and water supply networks should be designed with a slope of at least 0.001 towards the outlet; with a flat terrain, the slope may be reduced to 0,0005.
8.14. Outlets should be provided at lower points of each repair site, as well as at places where water is released from flushing the pipelines.
The diameters of the outlets and air inlet devices should ensure emptying of water conduit or network sections in no more than 2 hours.
The design of the outlets for flushing the pipelines should provide the ability to create in the pipeline the water speed of at least 1.1 maximum design.
As valves on the outlets, butterfly valves must be used.
Note. During hydropneumatic washing, the minimum speed of the mixture (in places of greatest pressure) should be at least 1.2 of the maximum speed of water, water consumption - 10-25% of the volumetric flow rate of the mixture.
8.15. Water discharge from outlets should be provided in the nearest drain, ditch, ravine, etc. If it is not possible to divert all or part of the discharged water by gravity, it is allowed to discharge water into the well with subsequent pumping.
8.16. Fire hydrants should be provided along roads at a distance of ns more than 2.5 m from the edge of the carriageway, but no closer than 5 m from the walls of buildings; it is allowed to place hydrants on the roadway. In this case, the installation of hydrants on the branch from the water supply line is not allowed.
The arrangement of fire hydrants on the water supply network should provide fire extinguishing of any mania, structure or part thereof from at least two hydrants with a water consumption for external fire extinguishing of 15 l / s or more and one - with a flow rate of less than 15 l / s, taking into account laying of hose lines with a length not exceeding that specified in clause 9.30 on paved roads.
The distance between the hydrants is determined by the calculation, taking into account the total water flow for fire fighting and the capacity of the installed type of hydrants according to GOST 8220–85 * E.
The pressure loss h, m, per 1 m of the length of the hose lines should be determined by the formula
where q n — productivity of a fire stream, l / s.
Note. On the water supply network of settlements with a population of up to 500 people. instead of hydrants, it is allowed to install risers with a diameter of 80 mm with fire hydrants.
8.17. Compensators should include:
on pipelines whose butt joints do not compensate for axial movements caused by changes in the temperature of water, air, soil;
on steel pipelines laid in tunnels, canals or on overpasses (supports);
on pipelines in conditions of possible subsidence.
The distances between the compensators and the fixed supports should be determined by calculation, taking into account their design. When underground laying water conduits, highways and network lines of steel pipes with welded joints, expansion joints should be provided at the installation sites of cast-iron flange fittings. In those cases when the cast iron flange reinforcement is protected from the effects of axial tensile forces by rigidly sealing steel pipes into the walls of the well, by means of special stops or by compressing the pipes with compacted soil, compensators are not allowed.
When compressing pipes with soil in front of flange cast iron fittings, movable butt joints (elongated bell, sleeve, etc.) should be used. Compensators and movable butt joints for underground piping should be located in the wells.
8.18. Mounting inserts should be taken for dismantling, routine inspection and repair of flange shutoff, safety and control valves.
8.19. Shutoff valves on water mains and water supply lines should be with manual or mechanical drive (from mobile devices).
The use of shut-off valves with electric or hydraulic actuators on water conduits is allowed with remote or automatic control.
8.20. The radius of the water intake should be taken no more than 100 m. A blind area of \u200b\u200b1 m wide with a slope of 0.1 from the column should be provided around the water intake.
8.21. The choice of material and strength class of pipes for water pipelines and water supply networks should be made on the basis of static calculation, aggressive soil and transported water, as well as working conditions of pipelines and water quality requirements.
For pressure water conduits and networks, as a rule, non-metallic pipes (reinforced concrete pressure pipes, asbestos-cement pressure pipes, plastic pipes, etc.) should be used. Failure to use non-metallic pipes should be justified.
The use of cast iron pressure gross is allowed for networks within settlements, territories of industrial, agricultural enterprises.
The use of steel pipes is allowed:
in areas with a calculated internal pressure of more than 1.5 MPa (15 kgf / cm2);
for crossings by rail and road, through water barriers and ravines;
at the intersection of domestic drinking water supply with sewerage networks;
when laying pipelines on road and city bridges, on overpass supports and in tunnels.
Steel pipes should be accepted economical assortments with a wall, the thickness of which should be determined by calculation (but not less than 2 mm) taking into account the operating conditions of pipelines.
For reinforced concrete and asbestos-cement pipelines, the use of metal fittings is allowed.
The pipe material in drinking water supply systems must meet the requirements of paragraph 1.3.
8.22. The value of the calculated internal pressure should be taken equal to the maximum possible pressure under the operating conditions in the pipeline in various sections along the length (at the most unfavorable operating conditions) without taking into account the increase in pressure during hydraulic shock or with the increase in pressure during hydraulic shock, taking into account the action of shockproof valves, if this pressure in combination with other loads (paragraph 8.26) will have a greater impact on the pipeline.
Static calculation should be performed on the effect of the calculated internal pressure, soil pressure, temporary loads, own weight of the pipes and the mass of the transported liquid, atmospheric pressure during the formation of vacuum and external hydrostatic pressure of groundwater in those combinations that turn out to be the most dangerous for pipes of this material.
Pipelines or their sections should be divided according to the degree of responsibility into the following classes:
1 - pipelines for facilities of category I of water supply security, as well as sections of pipelines in areas of transition through water barriers and ravines, railways and roads of categories I and II and in places difficult to access to eliminate possible damage, for facilities of categories II and III of supply security water;
2 - pipelines for facilities of the II category of water supply security (with the exception of sections of class 1), as well as sections of pipelines laid under the improved coatings of roads, for facilities of the III category of water supply security;
3 - all other sections of pipelines for facilities of the III category of water supply security.
In the calculation of pipes should take into account the coefficient of working conditions of the vehicle, determined by the formula
where m 1, - coefficient taking into account the short duration of the test to which pipes are subjected after their manufacture;
t 2 — coefficient taking into account the decrease in the strength characteristics of pipes during operation as a result of aging of the pipe material, corrosion or abrasion;
g n is the reliability coefficient taking into account the class of the pipeline section according to the degree of responsibility.
Coefficient value t 1 should be installed in accordance with GOST or specifications for the manufacture of this type of pipe.
For pipelines whose butt joints are equal in strength to the pipes themselves, the coefficient value m 1 should be taken equal to:
0.9 - for cast iron, steel, asbestos-cement, concrete, reinforced concrete and ceramic pipes;
1 - for polyethylene pipes.
Coefficient value t 2 should be taken equal to:
1 - for ceramic pipes, as well as cast iron, steel, asbestos-cement, concrete and reinforced concrete pipes, in the absence of the danger of corrosion or abrasive wear in accordance with GOST or technical specifications for the manufacture of this type of pipe - for plastic pipes.
The value of the coefficient g n should be taken: for sections of pipelines of the 1st class - 1; 2nd grade - 0.95; 3rd grade - 0.9.
8.23. The value of the test pressure at various test sites to which the pipelines should be subjected before commissioning should be indicated in the construction organization projects, based on the strength characteristics of the material and the class of pipes adopted for each section of the pipeline, the calculated internal water pressure and the values \u200b\u200bof external loads acting on pipeline during the test period.
The calculated value of the test pressure shall not exceed the following values \u200b\u200bfor pipelines from pipes:
cast iron - factory test pressure with a coefficient of 0.5;
reinforced concrete and asbestos-cement - hydrostatic pressure provided by GOST or technical conditions for the respective classes of pipes in the absence of external load;
steel and plastic - internal design pressure with a factor of 1.25.
8.24. Cast iron, asbestos-cement, concrete, reinforced concrete and ceramic pipelines must be designed for the combined effects of the calculated internal pressure and the calculated reduced external load.
Steel and plastic pipelines must be designed for the effect of internal pressure in accordance with clause 8.23 \u200b\u200band for the combined effect of the external reduced load, atmospheric pressure, as well as the stability of the round cross-section of the pipes.
The shortening of the vertical diameter of steel pipes without internal protective coatings should not exceed 3%, and for steel pipes with internal protective coatings and plastic pipes should be adopted according to the standards or specifications for these pipes.
When determining the magnitude of the vacuum, the action of the anti-vacuum devices provided on the pipeline should be taken into account.
8.25. As temporary loads should be taken:
for pipelines laid under the railway, - the load corresponding to the class of the given railway line;
for pipelines laid under highways - from a column of N-30 cars or NK-80 wheeled vehicles (for greater force impact on the pipeline);
for pipelines laid in places where the movement of automobile transport is possible, from the convoy of N-18 vehicles or the NG-60 caterpillar transport (for greater force impact on the pipeline);
for pipelines laid in places where traffic is not possible, a uniformly distributed load of 5 kPa (500 kgf / m2).
8.26. When calculating pipelines for pressure increase during hydraulic shock (determined taking into account shockproof fittings or vacuum formation), the external load should be taken no more than the load from the column of N-18 vehicles.
8.27. The increase in pressure during water hammer must be determined by calculation and based on it, take protective measures.
Measures to protect water supply systems from water hammer should be provided for cases:
sudden shutdown of all or a group of jointly operating pumps due to a power failure;
turning off one of the jointly operating pumps until the butterfly valve (gate) closes on its pressure line;
starting the pump with an open butterfly valve (gate valve) on a pressure line equipped with a check valve;
mechanized closing of a rotary shutter (gate) when turning off the water conduit as a whole or its individual sections;
opening or closing of quick-acting valves.
8.28. As measures of protection against water hammer caused by the sudden shutdown or turning on of the pumps, the following should be taken:
installation on the water conduit of valves for air intake and trapping;
installation of pressure valves with adjustable opening and closing on pressure lines of pumps;
installation of check valves on the water pipe, dividing the water pipe into separate sections with a small static pressure on each of them;
discharge of water through the pumps in the opposite direction during their free rotation or complete braking;
installation at the beginning of the water conduit (on the pressure line of the pump) of air-water chambers (caps), mitigating the process of water hammer.
Note. To protect against water hammer, it is allowed to apply: installation of safety valves and damper valves, discharge of water from the pressure line to the suction line, water inlet at the places of possible formation of discontinuities in the flow conduit, installation of blind diaphragms that break when pressure rises above the permissible limit, device water columns, the use of pumping units with greater inertia of rotating masses.
8.29. The protection of pipelines from the increase in pressure caused by the closing of the butterfly valve (gate) should be provided by increasing the time of this closing. In case of insufficient shutter closing time with the adopted type of actuator, additional protective measures should be taken (installation of safety valves, air caps, water columns, etc.).
8.30. Water lines are usually to be taken underground. In the case of heat engineering and feasibility studies, surface and surface laying, tunneling, as well as installation of water lines in tunnels together with other underground utilities, with the exception of pipelines transporting flammable and combustible liquids and combustible gases, are allowed. When laying fire lines and combined with fire water pipes in tunnels, above-ground or above-ground fire hydrants should be installed in wells.
For underground installation, shutoff, control and safety pipe fittings should be installed in wells (chambers).
The useless installation of shutoff valves is allowed upon justification.
8.31. The type of base for the pipes must be taken depending on the bearing capacity of the soil and the magnitude of the loads.
In all soils, with the exception of rocky, peaty, and silt, pipes should be laid on natural soil with an undisturbed structure, while ensuring alignment, and, if necessary, profiling of the base.
For rocky soils, it is necessary to align the base with a layer of sandy soil with a thickness of 10 cm above the protrusions. It is allowed to use local soil (sandy loam and loam) for these purposes, provided it is compacted to a volumetric weight of the soil skeleton of 1.5 t / m3.
When laying pipelines in wet cohesive soils (loam, clay), the need for sand preparation is established by the project for the work depending on the measures to be taken to reduce water, as well as on the type and design of pipes.
In silts, peat, and other weak water-saturated soils, pipes must be laid on an artificial foundation.
8.32. In cases where steel pipes are used, protection of their external and internal surfaces against corrosion must be provided. In this case, the materials specified in clause 1.3 should be used.
8.33. The choice of methods for protecting the outer surface of steel pipes from corrosion should be justified by data on the corrosion properties of the soil, as well as data on the possibility of corrosion caused by stray currents.
8.34 *. In order to prevent corrosion and overgrowing of steel water pipes and a water supply network with a diameter of 300 mm or more, protection of the inner surface of such pipelines should be provided with coatings: sand-cement, paint, zinc, etc.
Note. Instead of coatings, stabilization water treatment or treatment with water inhibitors is allowed according to the recommended Appendix 5 in cases where feasibility studies confirming the quality, flow rate and purpose of water confirm the advisability of such protection of pipelines against corrosion.
Clause 8.35 is deleted.
8.36. Protection against concrete corrosion of cement-sand coatings of pipes with a steel core from the effects of sulfate ions should be provided with insulation coatings in accordance with SNiP 2.03.11-85.
8.37. Protection of steel core pipes against corrosion caused by stray currents should be provided in accordance with the requirements of the Instruction for the protection of reinforced concrete structures against corrosion caused by stray currents.
8.38. For pipes with a steel core having an outer concrete layer with a density below normal with an acceptable crack opening width at a design load of 0.2 mm, it is necessary to provide electrochemical protection of pipelines with cathodic polarization at a concentration of chlorine ions in the soil of more than 150 mg / l; with a normal density of concrete and an acceptable crack opening width of 0.1 mm - more than 300 mg / l.
8.39. When designing pipelines from steel and reinforced concrete pipes of all kinds, it is necessary to provide measures that ensure the continuous electrical conductivity of these pipes for the possibility of electrochemical corrosion protection.
8.40. The cathodic polarization of pipes with a steel core should be designed so that the protective polarization potentials created on the metal surface, measured at specially arranged test points, are not lower than 0.85 V and not higher than 1.2 V for the copper-sulfate reference electrode.
8.41. When electrochemical protection of pipes with a steel core using protectors, the value of the polarization potential should be determined in relation to the copper-sulfate reference electrode installed on the surface of the pipe, and when protected by cathode stations, in relation to the copper-sulfate reference electrode located in the ground.
8.42. The depth of the pipe, counting to the bottom, should be 0.5 m more than the estimated depth of penetration of zero temperature into the ground.
When laying pipelines in the zone of negative temperatures, the material of the pipes and elements of the butt joints must meet the requirements of frost resistance.
Note. A smaller pipe laying depth may be taken provided that measures are taken that exclude: freezing of the fittings installed on the pipeline; unacceptable reduction in pipeline throughput due to ice formation on the inner surface of the pipes; damage to pipes and their butt joints as a result of water freezing, soil deformation and temperature stresses in the material of the pipe walls; formation of ice plugs in the pipeline during interruptions in water supply associated with damage to the pipelines.
8.43. The estimated depth of penetration of zero temperature into the soil should be established on the basis of observations of the actual freezing depth in the estimated cold and low snowy winter and experience in operating pipelines in this area, taking into account possible changes in the previously observed freezing depth as a result of the planned changes in the state of the territory (removal of snow cover, device improved road surfaces, etc.).
In the absence of observational data, the depth of penetration of zero temperature into the soil and its possible change in connection with the proposed changes in the improvement of the territory should be determined by thermal engineering calculations.
8.44. To prevent the heating of water in the summer, the depth of the pipelines for household and drinking water pipelines should, as a rule, be taken at least 0.5 m, counting to the top of the pipes. It is allowed to accept a smaller depth of laying water pipes or sections of the water supply network, provided that it is justified by thermal engineering calculations.
8.45. When determining the depth of laying water pipes and water supply networks during underground installation, external loads from transport and the conditions of intersection with other underground structures and communications should be taken into account.
8.46. The choice of diameters of water pipes and water supply networks should be made on the basis of technical and economic calculations, taking into account the conditions of their operation during emergency shutdown of certain sections.
The diameter of water pipes combined with fire in settlements and industrial enterprises should be at least 100 mm, in rural settlements - at least 75 mm.
8.47. The magnitude of the hydraulic slope to determine the pressure loss in the pipelines during the transportation of water that does not have sharply expressed corrosion properties and does not contain suspended impurities, the deposition of which can lead to intensive tube overgrowing, should be taken in accordance with mandatory appendix. ten.
8.48. For existing networks and water pipelines, if necessary, measures should be taken to restore and maintain throughput by cleaning the inner surface of steel pipes and applying a corrosion-resistant protective coating; in exceptional cases, in agreement with the state systems of the Union republics, with a feasibility study, it is allowed to accept actual pressure losses.
8.49. When designing new and reconstructing existing water supply systems, devices and devices should be provided for systematically determining the hydraulic resistance of pipelines in control sections of water pipelines and the network.
8.50. The location of the water supply lines on the master plans, as well as the minimum distances in the plan and at intersections from the outer surface of the pipes to structures and utilities, must be taken in accordance with SNiP II-89-80 *.
8.51. When laying several water conduit lines in parallel (again or in addition to existing ones), the distance in the plan between the outer surfaces of the pipes should be established taking into account the production and organization of work and the need to protect adjacent water conduits from damage in case of an accident on one of them:
with an allowable decrease in water supply to consumers, provided for in paragraph 8.2, - according to table. 35 depending on pipe material, internal pressure and geological conditions;
if there is a spare tank at the end of the water conduits that allows interruptions in the supply of water, the volume of which meets the requirements of clause 9.6, according to table. 35 as for pipes laid in rocky soils.
In some sections of the water conduit route, including in sections of water conduit laying along the built-up territory and in the territory of industrial enterprises, are given in table. 35 distances are allowed to be reduced provided that the pipes are laid on an artificial foundation, in a tunnel, case, or when other methods of installation are used that exclude the possibility of damage to adjacent waterways in case of an accident on one of them. At the same time, the distances between the water mains should provide the possibility of performing work both during laying and during subsequent repairs.
8.52. When laying water lines in tunnels, the distance from the pipe wall to the inner surface of the walling and walls of other pipelines should be taken at least 0.2 m; when installing reinforcement on the pipeline, the distances to the building envelope should be taken in accordance with clause 8.63.
8.53. Crossings of pipelines under the railways of categories I, II and III, the general network, as well as under the roads of categories I and II should be taken in cases, and, as a rule, a closed method of production should be provided. When substantiating, it is allowed to provide for the laying of pipelines in tunnels.
Under the remaining railways and roads, pipelines can be arranged without cases, while, as a rule, steel pipes and an open method of work should be used.
Notes: 1. Laying pipelines on railway bridges and overpasses, pedestrian bridges over tracks, in railway, road and pedestrian tunnels, as well as in culverts, is not allowed.
2. Cases and tunnels under the railways with an open method of work should be designed in accordance with SNiP 2.05.03-84 *.
Table 35
|
Type of soil (according to the nomenclature of SNiP 2.02.01- 83 *) |
|||||||
|
Pipe material |
Diameter mm |
rocky |
coarse rocks, gravel sand, coarse sand, clay |
medium-sized sand, fine sand, dusty sand, sandy loam, loam, soil mixed with plant debris, peaty soil |
|||
|
Pressure, MPa (kgf / cm 2) |
|||||||
|
£ 1 (10) |
> 1 (10) |
£ 1 (10) |
> 1 (10) |
£ 1 (10) |
> 1 (10) |
||
|
The distance in the plan between the outer surfaces of the pipes, m |
|||||||
|
Steel |
|||||||
|
Steel |
St. 400 to 1000 |
||||||
|
Steel |
|||||||
|
Cast iron |
|||||||
|
Cast iron |
|||||||
|
Reinforced concrete |
|||||||
|
Reinforced concrete |
|||||||
|
Asbestos cement |
|||||||
|
Plastic |
|||||||
|
Plastic |
|||||||
Notes: 1. When parallel conduits are laid at different levels, the distances indicated in the table should be increased based on the difference in the pipe laying marks.
2. For water conduits that differ in pipe diameter and material, the distances should be taken according to the type of pipe for which they are large.
8.54. The vertical distance from the bottom of the rail of the railroad track or from the covering of the road to the top of the pipe, case or tunnel should be taken according to SNiP II-89-80 *.
The deepening of pipelines in the places of transitions in the presence of heaving soils should be determined by heat engineering calculation in order to exclude frost heaving of the soil.
8.55. The distance in plan from the edge of the case, and in the case of a device at the end of the case of the well - from the outer surface of the wall of the well should be taken:
at the intersection of railways - 8 m from the axis of the extreme path, 5 m from the bottom of the embankment, 3 m from the edge of the excavation and from the extreme drainage structures (ditches, uphill ditches, trays and drains);
at the intersection of highways - 3 m from the edge of the subgrade or the bottom of the embankment, the edge of the recess, the outer edge of the uphill ditch or other drainage structure.
The distance in plan from the outer surface of the case or tunnel should be taken at least:
3 m - to the supports of the contact network;
10 m - to the arrows, crosses and places where the suction cable is connected to the rails of electrified roads;
30 m - to bridges, culverts, tunnels and other artificial structures.
Note. The distance from the edge of the case (tunnel) should be clarified depending on the availability of long-distance communication cables, signaling, etc., laid in the distance of roads.
8.56. The inner diameter of the case should be taken during the work:
open method - 200 mm more than the outer diameter of the pipeline;
in a closed way - depending on the length of the transition and the diameter of the pipeline according to SNiP III-4-80 *.
Note. In one case or tunnel, laying of several pipelines is allowed, as well as joint laying of pipelines and communications (power cables, communication, etc.).
8.57. Crossings of pipelines over railways should be provided in cases on special racks, taking into account the requirements of paragraphs. 8.55 and 8.59.
8.58. When crossing an electrified railway, measures must be taken to protect the pipes from corrosion caused by stray currents.
8.59. When designing crossings over railways of categories I, II and III of the general network, as well as roads of categories I and II, measures should be taken to prevent washing out or flooding of roads in case of damage to pipelines.
At the same time, on the pipeline on both sides of the passage under the railways, as a rule, wells should be provided with the installation of shutoff valves in them.
8.60. The project for crossing the railways and highways should be coordinated with the authorities of the Ministry of Railways or the Ministry of Construction and Operation of Roads of the Union Republics.
8.61. When pipelines cross watercourses, the number of siphon lines must be at least two; when one line is switched off for the rest, 100% of the calculated water flow rate must be provided. Duker lines must be laid from steel pipes with reinforced anti-corrosion insulation, protected from mechanical damage.
The project of the duker through navigable waterways should be coordinated with the management bodies of the river fleet of the Union republics.
The laying depth of the underwater part of the pipeline to the top of the pipe should be at least 0.5 m below the bottom of the watercourse, and within the fairway on navigable watercourses - at least 1 m.
The distance between the lines of the duker in the light should be at least 1.5 m.
The slope of the ascending part of the duker should be taken no more than 20 ° to the horizon.
On both sides of the duker, it is necessary to provide for the installation of wells and switches with the installation of shutoff valves.
The planning mark at the sump wells should be taken 0.5 m above the maximum water level in the watercourse with a security of 5%.
8.62. On bends in the horizontal or vertical plane of pipelines from bell-shaped pipes or connected by couplings, when the arising forces cannot be perceived by the pipe joints, stops should be provided.
On welded pipelines, stops should be provided when bends are located in wells or a bend angle in the vertical plane of convexity is upwards of 30 ° or more.
Note. On pipelines from bell-shaped pipes or connected by couplings with a working pressure of up to 1 MPa (10 kgf / cm2) with rotation angles of up to 10 °, stops may not be provided.
8.63. When determining the dimensions of the wells, the minimum distances to the inner surfaces of the well should be taken:
from the walls of pipes with pipe diameters up to 400 mm - 0.3 m, from 500 to 600 mm - 0.5 m, more than 600 mm - 0.7 m;
from the flange plane with a pipe diameter of up to 400 mm - 0.3 m, more than 400 mm - 0.5 m;
from the edge of the bell facing the wall, with a pipe diameter of up to 300 mm - 0.4 m, more than 300 mm - 0.5 m;
from the bottom of the pipe to the bottom with a pipe diameter of up to 400 mm - 0.25 m, from 500 to 600 mm - 0.3 m, more than 600 mm - 0.35 m;
0.3 m from the top of the valve stem with a retractable spindle; 0.5 m from the valve stem with a retractable spindle.
The height of the working part of the wells should be at least 1.5 m.
8.64. In cases of installation of air inlet valves in the water ducts, it is necessary to provide for the installation of a ventilation pipe, which should be equipped with a filter if drinking water is supplied through the water ducts.
8.65. For the descent into the well on the neck and walls of the well, it is necessary to install corrugated steel or cast-iron brackets, the use of portable metal stairs is allowed.
For servicing reinforcement in wells, if necessary, platforms should be provided in accordance with clause 12.7.
Appendix 3
Appendix 4
Appendix 5
An external water supply network is part of the building’s total water supply, which is located outside. External water supply networks include, for example, fire fighting pumping stations, fire water storage tanks
10 years ago, the answer seemed strange to many people, but today the question looks strange. We are all so used to the new plastic piping systems, although so little time has passed since they started to operate. But scientific and technological progress is gaining more and more acceleration and the introduction of new technologies using the latest materials no longer surprises anyone.
Today there is a lot of information on the use of various types of plastic pipelines for internal engineering systems, including sewage systems.
But what can manufacturers of plastic pipes offer to complete external pipelines? Currently, the use of polyethylene PE (for cold water supply) and polyvinyl chloride PVC (for sewage) is common in the construction of external pipelines.
Until recently, the use of PP polypropylene for outdoor sewage systems was not economically feasible due to the high consumption of material, because the main requirement when using plastic pipes for outdoor sewage systems is the required value of ring stiffness.
The main disadvantage of plastic pipes compared to metal and concrete is their inability to absorb large horizontal loads. This greatly limited the scope of plastic piping, as in the case of a pressureless system, the slope of the pipeline is of great importance, as a result of which large “deepening” of the route occurs in extended sections. In addition, when passing pipelines through roads and loaded sections, it is necessary to lay them in casings or special sleeves, which leads to higher cost of work, especially when laying pipelines in the city. Previously, this problem was solved by increasing the wall thickness of the pipes, which led to a rise in the cost of materials. But in recent years, it has been very interesting to develop a piping system made of polypropylene with a profiled double wall.
Recently, similar piping systems under the brand name "POLYTRON K2-KAN" appeared on the Russian market. Pipes "POLYTRON K2-KAN" are produced by continuous co-extrusion stamping. This process proceeds as follows: two independent single-coil systems form a polypropylene granulate (two different colors, but with the same properties) in the plane, fed to the head, which simultaneously forms them along a common axis, and thus two pipes are modeled. The inner pipe has a smooth wall, and the outer pipe has a corrugated wall formed by a special pulling device. Both of these pipes are interconnected during the molding process by the booster method, creating a two-layer, well-boiled wall at the joints (the connection occurs at the molecular level, providing a monolithic structure). The outer layer of the pipe has an orange-brown color, and the inner one is light gray.
What is new in the design is that the outer wall has additional ridge reinforcements at the top of the low wide rib, which perceive concentrated point loads directly on the outer wall of the pipe, deforming it, but not allowing deformation of the inner wall. Thanks to this wall design, with a small weight of the pipe, it is possible to ensure its high perimetric strength (ring stiffness is equal to SN \u003d 8 kN / m2, which corresponds to heavy pipes), which allows these pipes to be used for laying in places with increased load. Those. apply for the construction of sewer networks laid at a depth of 0.8 m to 8 m in areas without loads, as well as under roads with a maximum dynamic load of 11.5 tons per vehicle axis. It is necessary, especially at high loads, to correctly carry out work on sprinkling the pipeline and its proper compaction so that there is no possibility of excessive deformation of the pipeline.
In general, energy costs and the amount of raw materials used in the production of pipes with a profiled wall are approximately 40-50% less compared to the production of pipes with a smooth wall, which significantly reduces their cost.
In the production of profiled pipes "POLYTRON K2-KAN" use block copolymer of polypropylene (PP-B). Compared to polyethylene, polypropylene is lighter, has greater tensile strength, greater thermal stability and is not susceptible to stress corrosion. The operating temperature range for polypropylene is from -20 ° С to + 110 ° С, which allows the installation of pipelines at low temperatures and its operation at elevated positive temperatures. In addition, polypropylene is characterized by greater impact resistance compared to polyethylene and PVC, so the pipes are much "easier" to endure the difficult conditions of transportation and installation. At low temperatures, PVC materials become very brittle, resulting in a large percentage of defects due to chips on the products. Microcracks that appear during storage and installation, during the operation of pipelines contribute to the infiltration of the transported fluid. Another positive quality of polypropylene - this material, like polyethylene, is characterized by greater resistance to abrasion among the materials used for the production of sewer pipes (concrete, cast iron). This is very important because Sewer drains contain a large percentage of suspended solids.
Polypropylene is a very lightweight material, so installation is fast, without the use of heavy equipment. And the estimated service life of the POLYTRON K2-KAN pipelines is about 100 years. Polypropylene has a high chemical resistance, which allows the use of PP pipes not only for the construction of sanitary, industrial, storm and general purpose networks, but also for industrial pipelines that can be laid in soils contaminated with chemicals (for example landfills, industrial waste storage , in the development of oil and gas fields).
Those. polypropylene is a material whose combined properties provide the best qualities of sewer pipes, which explains the dynamic growth in the use of polypropylene for the production of sewage systems. POLYTRON K2-KAN pipes are about 3 times lighter than PVC or PE pipes with a smooth wall, 15 times lighter than ceramic pipes and 20 times lighter than concrete pipes. Therefore, the installation of "POLYTRON K2-KAN" systems implies a labor-saving of work of approximately 20-30% in comparison with similar systems of other materials. Another advantage of POLYTRON K2-KAN pipes: they have a nominal size (DN), which is actually the inner diameter of the pipe (DN \u003d ID). This means that the nominal size specified by the manufacturer is the size of the pipeline "in the clear" and allows designers to use it for hydraulic calculations. Typically, in such systems, the nominal size is the outer diameter (DN \u003d OD), which with the same pipe size actually reduces its bore. Those. "POLYTRON K2-KAN" pipes with the same diameter have a significantly larger internal section compared to similar pipes.
The wall roughness coefficient when laying external pressureless sewage systems is one of the main indicators, because it allows you to lay pipelines with a lower slope, observing the minimum speed of self-cleaning. The relative value of the roughness coefficient of pipes "POLYTRON K2-KAN" k \u003d 0.00011 mm.
It can be argued that with such smooth walls, the slopes will be minimal. This is also facilitated by a system of bell-shaped fittings with minimal
An integral part of any housing construction is design, which provides not only the layout of the premises, but also the installation of communication systems. Regardless of whether a private house or municipal real estate will be built, installation of a water supply and sewage system is considered a prerequisite for the operation of the building. These systems are placed inside and outside the structure, taking into account the established norms and rules.
General device and purpose
Water supply and sewage are a single system that combines a number of measures aimed at providing the building with water and drainage. Thanks to a set of engineering devices and structures, water is supplied to consumers from natural sources, undergoing preliminary treatment.
In order for the water supply to be uninterrupted, the communications necessarily provide for the storage of reserves, this allows you to provide water to various household facilities and settlements. Therefore, the main tasks of the water supply can be attributed to: obtaining water from a source, controlling its quality according to user requirements and direct transportation to the points of selection. Such a supply, as a rule, is provided from local or centralized sources and has its own water supply scheme.
Communication design depends on the choice of water source. For large and production facilities, centralized sources are usually chosen, and for local fence special tanks are used. As for the hot water supply, it is most often installed in the form of a closed water intake, where heating and subsequent transportation takes place.
For residential premises, the norm of hot water in the water supply system provides for the lower limit + 60C and the upper + 75C.
Depending on the operational purpose of the building, the following types of water supply are distinguished:
- industrial;
- fireman;
- negotiable;
- household drinking;
- for the supply of hot water.
Fire water supply can be combined with other systems, including industrial and drinking. As for drinking water supply, it cannot be used with facilities that simultaneously transport water that does not meet sanitary standards. In order for communication systems to cope with the tasks, they are provided with the following facilities:
- water intake stations responsible for taking water from a natural source;
- pumping stations that create the required pressure during transportation and deliver water to a predetermined height;
- water treatment and treatment facilities;
- plumbing systems and water pipes;
- spare and control tanks.
Outdoor network
Modern water supply systems are a complex network, the main component of which is the external pipeline. He is responsible for the supply of water from wells, reservoirs or storages to the consumer, the central water supply can be laid both on the surface and underground. The first installation option is the cheapest, characterized by quick installation. In this case, the water supply is mounted on elevated supports and additionally covered with insulation. If, when designing the water supply, trunk crossings are provided, then the pipes are laid in underground tunnels or trenches.
The external network, as a rule, consists of structures responsible for cleaning, storing water and various pumping equipment. At the same time, filtration is carried out not only in the fence, but also in the outermost water supply system. Depending on where the water will be used, there are several types of external water supply.
- TechnicalIt is intended exclusively for production facilities. Often, in order to save money, only partial treatment is installed in technical water supply systems, and they can reuse the processed resource.
- Fire department. It is used for fire extinguishing systems. Such a network is additionally equipped with special equipment and hydrants. Typically, a fire water supply is made dead end, this allows it to be combined with domestic and technical supplies.
- Household.The transported water in such a water supply is used for drinking and is thoroughly cleaned.
Internal system
The water supply system also has an internal system consisting of a network of pipes passing inside the building and leading communications to the points of water intake. Since the external pipeline can have different pressures, the internal water supply is arranged in two ways.
- Without booster pumps.The water supply in this case is carried out due to pressure in the external network, and the water supply system includes an inlet, a water meter, pipes, a riser and an inlet. This type of supply is ideal both in a private house and in urban apartments. It is characterized by simplicity, has no additional devices, except for the pipeline.
- With periodic or permanent sediment. A similar system is chosen when the external network is not provided with the necessary pressure for transporting water, or if it is necessary to deliver it to high and remote points of water intake. As a rule, water pipes with pumps are installed in large buildings with a height of more than 50 m, hotels, rest homes and industrial facilities.
In order for the water to flow to consumers uninterruptedly, in addition to pumping installations, the water supply system is supplemented with special tanks in which its supply is stored. The volume of tanks is determined depending on household needs, usually their capacity is designed for 20% of the daily consumption.
Water tanks are the main components of the internal water supply system and are equipped with special pipes and valves. They are recommended to be placed in a well-lit and ventilated area.
If the project provides for zone supply, then each section should have individual trunk lines, they are usually laid in technical floors. Inside the building, the water supply networks are made open with divorces. In some cases, they also use hidden installation of pipes located in the mines and grooves of the walls. For this purpose, joints are fixed in the places of installation of the fittings, and inspection hatches are fixed.
In addition, the internal systems must be laid at a slope of 0.002-0.005, this will ensure the withdrawal of water from the pipelines to suitable pipes and devices. If the communications are located at the lower points, then it is advisable to make a drain device.
During the installation of the internal water supply, attention is also paid to the installation of shut-off valves. It is placed on eyeliners for taps, a toilet, flushing cisterns and wash basins.
Pipe materials
When installing a water supply system, it is important to pay attention to the choice of material from which the pipes are made, since this will not only determine the cost of their installation, but also the service life. In order for the systems to serve more than a dozen years reliably, during the acquisition of pipes, it must be taken into account that they will be subjected to pressure and chemical exposure to water. Therefore, it is recommended that strong and reliable material be preferred. Today, on sale you can find several types of pipes.
Copper
Such pipes are widely used in various utilities, including water supply. The main advantages of copper pipes include:
- high pressure resistance;
- low and high temperatures;
- lack of deformation when heated;
- this material provides the highway durability;
- spectacular appearance.
As for the shortcomings, such systems:
- installation roads;
- their installation is laborious and requires special soldering technologies;
- if during operation the copper system leaks, then the damaged area must be completely cut out and replaced with a new one.
As a rule, copper water pipes are used for distilled water, as they tend to combine with toxic elements.
Chlorinated water negatively affects the physical characteristics of copper. Copper systems are also rapidly destroyed by stray current.
Metal-plastic
They consist of a thin metal pipe coated on the outside and inside with plastic layers. There are many advantages of such water supply systems:
- they have a small diameter;
- easy to repair;
- easy to install;
- perfectly tolerate temperature changes.
But choosing the installation of communications from metal-plastic pipes, it is worth considering that they require regular maintenance, are expensive, they are afraid of shock and can be destroyed under the influence of ultraviolet rays.
Steel
Depending on the coating material, the products are divided into galvanized and uncoated. Installation of such a water supply system is carried out using special threaded connections, couplings, tees or welding. Steel systems are characterized by high rigidity, durability and a long service life. Despite the positive properties of these pipelines, they are subject to the formation of rust and inorganic deposits inside. In addition, their installation is laborious.
Galvanized
Giving preference to this type of pipe, it is important to carefully seal the joints when installing them. This can be done with flax, pre-soaked with drying oil or paint. Do not handle threads with synthetic solutions. An advantage of galvanized pipelines is their affordable price and easy installation, a minus is a short service life.
Plastic
They are good material for the construction of water supply, as they:
- durable
- do not corrode;
- have low thermal conductivity;
- light weight.
Plastic systems can be stacked with a hidden method. Installing pipes is quick and easy, but they cannot be used to supply hot water.
HDPE pipes
They are made of polyethylene under low pressure, therefore they are durable and are excellent for water supply of both technical and drinking water. Such pipes are popular in modern construction because they have high elasticity and resistance to freezing. At low temperatures, they do not burst and allow you to transport both cold and hot water. In the system, pipes are connected by welding or soldering, installation is easy, because polyethylene bends well.
Polyvinyl chloride
Unlike other types of material, these products are characterized by greater rigidity, due to which they are widely used for laying open and closed water supply lines. Pipes are suitable for transporting not only hot and cold water, but also for heating systems, have a neat appearance and high strength. The pipes are inexpensive, they are connected by gluing and using fittings. Polyvinyl chloride has no obvious drawbacks.
Polypropylene
In their technical properties, they are very similar to polyethylene pipes, but they cost much less and are connected by welding. In addition, such systems are durable, durable, comply with all building standards and requirements, but during their joining you need to pay attention to the quality of soldering, otherwise leakage is possible.
Water Treatment Facilities
The water supply system provides water transportation to the consumer from various natural sources, which may contain organic and mineral elements in a dissolved, colloidal or suspended state. To ensure that the water quality meets all standards, sewage treatment plants are additionally built during the installation of communications. The most common options are small water treatment with gravity flow of water. Most often they can be found in urban water supply systems.
consists:
The text part. Explanatory note on external water supply networks, Moscow
Project Passport
I.General information
1. Name of the project: Water supply for the construction site No. 26a. Intrasite networks. ... ...
2. Customer: OJSC "...."
3. Stage of design: working documentation
4. Construction area: CAO
5. Type of construction: Water supply D \u003d 100mm.
- Project organization: ….
II. Technical and economic indicators
- Temporary water supply D \u003d 100mm. 114.3 m
- Estimated cost thousand rubles
- Construction period.
III. Construction solutions
| No. p / p | Name | Material | Size (L)
mm |
L on the highway
(m) |
L geome.
(m) |
In a steel case | Closed gasket | ||
| Doo
mm |
L (m) | Doo
mm |
L (m) | ||||||
| TEMPORARY WATER SUPPLY D \u003d 100mm (on-site network) | |||||||||
| 1 | Steel pipe D \u003d 100mm | steel | 108x5.0 | 108,3 | 114,3 | 300 | 102,0 | ||
| 2 | Case steel D \u003d 600mm | steel | 630x8.0 | 6,0 | |||||
EXPLANATORY NOTE
1. The general part
This project was developed by order of OJSC "...." in accordance with the technical conditions of MGUP Mosvodokanal No. .... from ... g.
1.1 The starting materials for the design are:
- geodetic plans M 1: 2000;
- geodetic plans M 1: 500 "Mosgeorgeotrest";
- the track was examined by designers in kind.
- SNiP 2.04.02-84 “Water supply for external networks and structures”.
- Albums of the Mosinzhproekt institute, Kanalstroyproekt
- Geotechnical surveys were performed by Mosinzhproekt OJSC workshop No. 8.
2. SUMMARY OF THE CONSTRUCTION SITE
The temporary water supply for the construction site is carried out in connection with the preparation of priority measures for the development of sites for construction ... ..
Construction address: Site No. 26a is located in the Western Administrative District of Moscow ... ..
On the site there are temporary household buildings (a canteen, a shower factory), temporary industrial buildings, as well as storage areas for building materials and other structures.
On the territory of the construction site, projected temporary networks of water supply, sewage, drainage and electricity are located.
3. ENGINEERING GEOLOGICAL CONDITIONS OF THE SITE
According to the report on engineering and geological surveys carried out by OJSC "..." (well No. 9 dated November 10, 1972), the following soils will be developed in the construction trench:
Bulk soil: loam red-brown, incl. up to 10% of crushed stone bricks, with sand streaks, plastic, with a capacity of 1.4 m;
Sand, medium brown, incl. up to 10% gravel, wet, medium density, 1.4m thick;
Sand, medium brown, incl. up to 10% gravel, crushed stone soil, moist, medium density, 1.2 m thick;
Sand, medium brown, incl. up to 10% gravel, wet, medium density, with a capacity of 1.8m.
The basis of the designed water supply is: brown sand of medium size, incl. up to 10% gravel, crushed stone soil, moist, medium density with a design resistance of at least Ra \u003d 200 kPa.
Groundwater level is located below the level of communications. During construction, groundwater will not be opened.
The results of engineering and geological surveys comply with the requirements of SNIP 2.02.01-83 *, SP 11-105-97.
4. Design solutions
To develop the documentation, the construction plan performed by Metrogiprotrans OJSC was used as the initial data.
Temporary water supply to the construction site for the construction period ...., construction site No. 26a, is carried out by the device of the on-site water supply network D \u003d 100mm. The on-site designed water supply network is connected to the designed off-site water supply of OJSC Mosinzhproekt D \u003d 100mm. The connection of the designed off-site water supply network under the project of Mosinzhproekt OJSC was made to the existing ring city water supply D \u003d 300mm.
The maximum pressure in the city water supply network is 50m water column, the minimum is 45m water column.
All temporary structures are carried out only for the duration of the preparation of priority measures for the development of sites for construction ... ..
Water supply to the construction site is carried out by temporary on-site and off-site networks with structures on them.
Off-site water supply It is designed to connect the on-site water supply networks of the construction site No. 26a to the existing city water supply. The network is made by OJSC "...." D \u003d 100mm. An off-site water supply system is designed from the existing water supply D \u003d 300mm to a water meter assembly and is located at the outer border of the territory of construction site No. 26a.
On-site water supply Designed to meet the drinking and production needs of the construction site No. 26a. The designed water supply system is located inside the site.
For water metering, a water metering unit with an SKB-40 water flow meter in a heated building with dimensions of 6.0x3.0 m is provided on the territory of the construction site. ZRA are installed in the water metering unit in accordance with the technical requirements approved by the Department of Housing and Public Utilities and the Government of Moscow. The water meter assembly is mounted using cast iron fittings of the ChShG with an internal cement-sand coating and a galvanized outer surface.
Temporary on-site water supply networks are provided from steel electro-welded pipes D \u003d 108x5mm according to GOST 10704-91 with a total length of 114.3 m. The method of construction is open.
When passing the designed network V1 D \u003d 100mm under the road, the network is laid in a steel case D \u003d 325x8mm according to GOST 10704-91, length 102.0m. The space between the pipe and the case is clogged with M100 cement mortar.
At the exit from the building of the water meter unit, the network descends into the ground with a vertical riser D \u003d 100mm, 2.0m high. At the entrance to the building of the plant and the dining room, the water supply network rises into the building with a vertical riser D \u003d 100mm, the height of each riser is 2.0m. The vertical sections of the designed network V1 D \u003d 100mm located above the freezing depth are enclosed in a steel case D \u003d 630x8mm, with a total length of 2.00 m. The gap between the case with the pipe is filled with expanded clay. In the base of the vertical riser can reinforced ferrule.
At the entrances to the buildings (pos. 9.10), useless Hawle flanged cast-iron cast-iron valves are provided /
Provide a concrete stop SK2110-88 at the turning points of the route.
In the well VK1, VK2, a cast-iron flange valve L \u003d 100 is provided for the technological needs of the site.
Air bleed is carried out at the upper points of the water supply network (through water fittings in temporary buildings).
The network is emptied through the VK2 well.
All flange connections are bolted. Bolted joints are provided with a corrosion-resistant thermal diffusion zinc coating (TDC).
A 3mm thick rubber gasket is provided.
Under the hatches of the water chambers, base plates UOP-6 are installed. Shut-off valves are installed in the chambers, all connecting and shaped parts must be made of cast high-strength cast iron for pressure pipelines TU 1468-001-39535214-2008.
The outer surface of the necks is coated with two layers of bitumen.
After the completion of construction and installation works, before starting this section of the water supply system in operation, the following types of work must be performed:
- Telemetric diagnostics of the internal state of the CPP of the laid pipeline;
- Hydraulic test the pipeline to produce a pressure exceeding the working one by a value of 1.25 (Risp. \u003d 1.25xRrab).
- Disinfect the pipeline with water using imported sodium hypochloride according to GOST 11086-76 grade A.
- Pipeline flushing is considered performed after 12-fold water exchange of the flushed area. Flushing water is taken from the city water supply and discharged into the drainage network. The total discharge volume is Vsbr \u003d 12x0.9 \u003d 10.8m³. At the end of washing, take water samples to study the residual chlorine.
- Bacteriological analysis.
- Insertion into the existing city water supply network.
Test the pipeline in accordance with SNiP 3.05.04-85 *. Test the pipeline for strength and tightness hydraulically. The test pressure on the strength of 0.8 MPa. The value of the test pressure for tightness of 1.0 MPa.
To measure the volume of water pumped into the pipeline and discharged from it during the test, it is necessary to use measuring tanks or cold water meters (water meters) in accordance with GOST 6019-83, certified in the prescribed manner.
Filling the tested pipeline with water should be carried out with an intensity of not more than 4 - 5 m 3 / h.
When filling the pipeline with water, air must be removed through open taps and valves.
Acceptance hydraulic testing of a pressure pipeline can be started after filling it with soil in accordance with the requirements of SNiP 3.02.01-87 and filling it with water for the purpose of water saturation. For steel pipelines, exposure to water saturation is not performed.
The pipeline passed the preliminary test if there were no ruptures of fittings and pipes in it, there were no violations of the minting of butt joints, and no water leaks were detected. During the preliminary test of the water supply, a pressure drop for steel pipes is not allowed.
The pressure pipe is recognized to have passed the preliminary and acceptance hydraulic leak test if the flow rate of pumped water does not exceed a value of not more than 0.28 l / min per 1 km of steel pipe D \u003d 100 mm.
Drain the wash water into the rain sewer.
The volume of water as a result of emptying the designed network is 0.9 m 3.
Installation and hydraulic testing of pipelines shall be carried out in accordance with SNiP 3.05.04-85.
PPR to coordinate with 5 REVS MGUP MVK.
After the construction is completed, the water supply system is subject to liquidation: pipes are obstructed with cement-sand mortar M100, fittings, slabs for wells, mouths, thrust plates, stairs, hatches are dismantled. Wells are covered with sand.
The working documentation is developed in accordance with the norms and rules, instructions, state standards, design assignment and technical specifications of operating organizations. The composition and content of the project comply with the requirements of SNiP 11-01-95.
Table of volumes of the main works (on-site network) |
||||||||||
| No. p / p | Name of type of work | Units rev. | Qty /
total weight |
Note | ||||||
| Temporary water supply D \u003d 100mm | ||||||||||
| 1 | Art. case d \u003d 630 × 8mm | pm / kg | 6,0 | 736,0 | case (riser) open gasket |
|||||
| 2 | Pipe Art. D \u003d 108x5.0mm
GOST 10704-91 Nar. a protective coating of extruded polyethylene according to GOST 9.602-89 |
pm / kg | 114,3 | 1452,0 | Open gasket | |||||
| 3 | Art. case d \u003d 325 × 8mm | pm / kg | 102,0 | 6379,0 | Open gasket | |||||
| 4 |
30h39r |
pcs / kg | 2 | 52,0 | ZRA apply in accordance with the technical requirements approved by the Department of Housing and Public Utilities and Government of Moscow | |||||
| 5 | Pig-iron flange tee, D \u003d 100mm | pcs / kg | 2 | 38,0 | ||||||
| 6 |
4450Е2 "Hawle" |
pcs / kg | 1 | 71,0 | ||||||
| 7 | pcs / kg | 2 | 18,8 | |||||||
| 8 | Steering wheel
7800 "Hawle" |
pcs / kg | 2 | 4,4 | ||||||
| 9 |
4550 Hawle |
pcs / kg | 1/54,5 | |||||||
| 10 | 90 ° weldable steel elbow
D \u003d 100mm |
pcs / kg | 4 | 16,0 | GOST 17375-2001 Article 20 |
|||||
| 11 | 45 ° welded steel elbow
D \u003d 100mm |
pcs / kg | 1 | 2,8 | ||||||
| 12 | pcs / kg | 4 | 4,7 | GOST 12820-01 | ||||||
| 13 | Kit: bolt (1 pc.), nut (1 pc.) M16x80, GOST 7798-70 |
set | 32 | For pipe D \u003d 100mm TDC coated |
||||||
| 14 | Expanded clay insulation | m 3 | 1,6 | |||||||
| Case | ||||||||||
| 15 | Metal clamps | pcs / kg | 27 | 95,0 | SC 2410-94-12 for steel pipe D \u003d 100mm |
|||||
| 16 | M-100 cement mortar | m3 | 6,4 | For pipe D \u003d 100mm | ||||||
| Emphasis | ||||||||||
| 17 | Emphasis D100 | pCS. | 2 | SC2110-88-0.001 For pipe D \u003d 100mm, angle of rotation 15 ° |
||||||
| 18 | Stop plate (Bet B7.5) | pcs / m3 | 2 | 0,04 | ||||||
| 19 | pcs / m3 | 2 | 0,02 | |||||||
| 20 | Waterproofing pad | pcs / m² | 2 | 0,12 | ||||||
| 21 | Crushed stone preparation | pcs / m3 | 2 | 0,02 | ||||||
| 22 | Emphasis D150 | pCS. | 1 | SC2110-88-0.005 For pipe D \u003d 100mm, rotation angle 90 ° |
||||||
| 23 | Stop plate (Bet B15) | pcs / m3 | 1 | 0,06 | ||||||
| 24 | Concrete preparation (concrete B7.5) | pcs / m3 | 1 | 0,02 | ||||||
| 25 | Waterproofing pad | pcs / m² | 1 | 0,18 | ||||||
| 26 | Crushed stone preparation | pcs / m3 | 1 | 0,011 | ||||||
| Gain node L \u003d 0.8m | ||||||||||
| 27 | Monolithic concrete B7.5 for preparation L \u003d 0.85 | pcs / m 3 | 3 | 0,06 | TK-01-04-03 for pipe D \u003d 100mm | |||||
| 28 | Monolithic reinforced concrete B15 for clip | pcs / m 3 | 3 | 0,27 | ||||||
| 29 | Mesh road F5.6mm per clip | pcs / m 2 | 3 | 3,3 | ||||||
| 30 | Double bitumen coating | pcs / m 2 | 3 | 2,9 | ||||||
| Socket reinforcement assembly (mounting and dismounting) | ||||||||||
| 31 | Fittings Ø10 AI, L \u003d 490mm | pcs / kg | 4 | 1,25 | ||||||
| 32 | Nut M10 | pcs / kg | 8 | 0,25 | ||||||
| 33 | 10mm thick steel sheet | pcs / kg | 4 | 15,5 | ||||||
| 34 | 3mm rubber gasket | pcs / kg | 2 | 0,5 | ||||||
| Wells | ||||||||||
| 35 | pcs / t | 2 | 5,64 | SC 2201-88 | ||||||
| 36 | Overlapping plate PK-15 | pcs / t | 2 | 1,36 | ||||||
| 37 | Staircase L1, L total \u003d 4.2m | kg | 103,0 | |||||||
| 38 | Thrust plate UOP-6 | pcs / t | 2 | 1,8 | Ochakovsky factory of concrete goods | |||||
| 39 | Cast iron hatch type "T" | pcs / kg | 2 | 240,0 | GOST 3634-99 | |||||
| 40 | Foundation for gate valves 150x150x250 (N): | pCS | 2 | |||||||
| 40.1 | - concrete B15 | m 3 | 0,01 | |||||||
| 40.2 | - steel hot-rolled equal-angle corner St.3, size 35x35x5mm | pm / kg | 4,4 | 11,3 | GOST 8509-86 | |||||
| Dismantling on the highway | ||||||||||
| 41 | Cement mortar M100 for plugging pipes d \u003d 100mm | m / m 3 | 114,3 | 0,9 | backfill | |||||
| 42 | Working chamber of a water well VG-15 | pcs / t | 2 | 5,64 | ||||||
| 43 | Overlapping plate PK-15 | pcs / t | 2 | 1,36 | ||||||
| 44 | Staircase L1, L total \u003d 4.2m | kg | 103,0 | |||||||
| 45 | Thrust plate UOP-6 | pcs / t | 2 | 1,8 | ||||||
| 46 | Cast iron hatch type "T" | pcs / kg | 2 | 240,0 | ||||||
| 47 | Flanged pig-iron gate valve P \u003d 1.6MPa, D \u003d 100mm,
30h39r |
pcs / kg | 2 | 52,0 | ||||||
| 48 | Tee pig-iron flange D \u003d 100mm | pcs / kg | 2 | 38,0 | ||||||
| 49 | Pig-iron flange tee with two wedge gate valves P \u003d 1.6MPa
4450Е2 "Hawle" |
pcs / kg | 1 | 71,0 | ||||||
| 50 | Telescopic rod depth of the pipeline 2.0-2.5m | pcs / kg | 2 | 18,8 | ||||||
| 51 | Steering wheel
7800 "Hawle" |
pcs / kg | 2 | 4,4 | ||||||
| 52 | Cast iron carpet for two gate valves
4550 Hawle |
pcs / kg | 1/54,5 | |||||||
| 53 | Pig-iron flange tee with two wedge gate valves P \u003d 1.6MPa
4450Е2 "Hawle" |
pcs / kg | 1 | 71,0 | ||||||
| 54 | 90 ° weldable steel elbow
D \u003d 100mm |
pcs / kg | 3 | 12,0 | ||||||
| 55 | Flat welded steel flange D \u003d 100mm, P \u003d 1.6MPa | pcs / kg | 4 | 4,7 | ||||||
| 56 | Filling the well with sand | pcs / m 3 | 2 | 7,1 | ||||||
| Water flushing (installation and dismantling) | ||||||||||
| 57 | Fire hose D \u003d 75mm | m | 150,00 | |||||||
| 58 | Latch pig-iron flange MZV75, D \u003d 75mm | pcs / kg | 2 | 90,00 | ||||||
| 59 | Gate ball valve 11B27p1, D \u003d 50mm | pCS | 2 | |||||||
| Water meter unit (mounting and dismounting) | ||||||||||
| 61 | Flanged pig-iron valve L \u003d 100mm, PN \u003d 1.6MPa, 30h39r | pCS. | 2 | 52,0 | ZRA to apply in accordance with the technical requirements approved by the Department of Housing and Public Utilities and the Government of Moscow | |||||
| 63 | Elbow cast iron flange D \u003d 100mm | pCS. | 2 | 7,9 | ||||||
| 64 | Check valve d \u003d 100mm | pCS. | 1 | TU 1460-035-50254094-2000 | ||||||
| 65 | Steel transition 100x50mm | pCS. | 2 | 1,2 | GOST 17378-83 | |||||
| 66 | Welded steel flange D \u003d 100mm | pCS. | 1 | 1,1 | GOST 12820-01 | |||||
| 67 | Branch pipe pig-iron flange VChShG D \u003d 100mm, L \u003d 200mm | pCS. | 1 | 23,0 | To order zd Free Falcon | |||||
| 68 | Branch pipe pig-iron flange VChShG D \u003d 100mm, L \u003d 150mm | pCS. | 2 | 15,6 | ||||||
| 69 | Support of the KNS-VIII brand | pCS | 2 | P.p. 16-11 | ||||||
| 70 | Rubber gasket, S \u003d 3mm, D \u003d 172mm | pcs / kg | 10 | 9 | GOST 7339-90 | |||||
| 71 | Rubber gasket, S \u003d 3mm, D \u003d 57mm | pcs / kg | 2 | 0,8 | GOST 7339-90 | |||||
| 72 | Galvanized bolts. M16x80 with nut | pCS. | 80 | GOST 7798-70, GOST 5915-70 | ||||||
