Water intake facility. Schemes, design, construction. In all cases, the flow rate of water or air-water mixture when washing gravity lines should be. Reservoirs and water towers

Introduction

3.1 Calculation of a river intake structure for the selection of a technological scheme

4.1 Lattice calculation

4.2 Mesh calculation

11. Definition building dimensions well

11.1 Water intake facility

11.2 Pump station

11.3 Location plan

12. Zones sanitary protection

Conclusion

Used Books

Introduction

Providing the population with clean, high-quality water is of great hygienic importance, as it protects people from various diseases transmitted through water. The supply of sufficient water to a populated area allows you to raise general level its beautification.

A structure with the help of which water is taken from natural sources is called a water intake or water intake. To meet the needs of cities in water, large quantities of it are required.

The purpose of this course project is to design a water intake structure.

The task of this course project is the correct choice of the water intake structure and all its constituent components.

VZS should ensure the receipt and supply of water to the consumer at the minimum and maximum water levels in the water supply source; satisfy sanitary requirements. Their location, size and shape are assigned according to the condition of ensuring a smooth flow around the river flow of water, the least constraint and reshaping of the channel. When designing the VZS, the following are provided: measures to protect juvenile fish from getting into water intake facilities; to ensure the ecological balance in water and air environments.

1. Analysis of conditions for water intake from a surface source

The projected water intake is intended for domestic and drinking water supply. Therefore, the requirements for the quality of the water taken in are the highest. Water intakes can also be built for industrial water supply (technical and agricultural) and for fire fighting.

Water intake structure, which must be designed in term paper, belongs to category I of reliability of water supply to consumers, which means that the permissible emergency decrease in the estimated water supply to consumers is not more than 30% within three days and a break in water supply is not more than 10 minutes.

Water intake refers to structures of low productivity, tk. Q = 0.5 m 3/With.

From SP 31.13330.2012 Water supply to external networks and structures, we define the conditions for water intake:

The shores are stable, turbidity during the flood period is 1400 mg/l, there is no in-water ice formation, the intensity of ice drift is average. According to these indicators, the water source is characterized by average conditions.

Local navigation, recreational fishing - according to these indicators, the conditions can be characterized as average.

After analyzing all the conditions for water intake from this source, it is necessary to take a general description of the most severe type of difficulty. Thus, the natural conditions for water intake from the river under consideration are average.

water intake facility pumping station

2. Rationale for choosing a source of water supply

In accordance with the norms, the choice of a source of water supply must be justified by the results of various studies. The source of domestic and drinking water supply is determined in accordance with technical requirements GOST 17.1.1.04-80. It is recommended to choose a source of industrial water supply taking into account the requirements that consumers place on water quality.

The correct choice of the source for the designed water supply system is a very responsible task. The accepted source should ensure uninterrupted supply of the required amount of water to the supplied object, not only for a certain period of operation of the designed system, but also for the development perspective in accordance with the plan for the further growth of the object and its water needs.

The task provides information characterizing the surface source of water supply and the productivity of the designed water intake. For surface water as the main indicators characterizing the source are given: water quality; maximum and minimum water level in different periods of the year; the category of reliability of water supply to the consumer and the characteristics of the conditions for water intake are described.

For surface waters, first of all, the possibility of using an unregulated source for water supply is assessed, i.e. without special measures (construction of dams, dikes, etc.). At the same time, it is considered that no more than 25% of the minimum flow can be taken from the river.

In the presented course work, we accept the river as a source of water supply on assignment.

3. Justification for the choice of location, type and design of the water intake facility

Water intake structures (water intakes) must: ensure the intake of the estimated water flow from the water source and its supply to the consumer; protect the water supply system from biological fouling and from the ingress of sediment, litter, plankton, shugold, etc. into it; on reservoirs of fishery importance to meet the requirements of the authorities for the protection of fish stocks.

The design scheme of water intake is adopted depending on the required category, the hydrological characteristics of the water source, taking into account the maximum and minimum water levels, as well as the requirements of the authorities for regulating the use and protection of water, the sanitary and epidemiological service, the protection of fish stocks and water transport. We accept the design scheme of water intake according to.

Let's analyze the source data. Low productivity of water intakes, weak base (sand, sandy loam), insignificant (up to 6 ... 8 m) amplitudes of water fluctuations in the river. The pumping station of the 1st lift must be located separately from the coastal well (water intake with a separate layout) on a site with a more reliable foundation, with a slight depth.

Water intakes should be located: upstream of the watercourse outlets Wastewater, settlements, as well as parking of ships, timber exchanges, commodity-transport depots and warehouses in the area providing the organization of sanitary protection zones; near the concave bank of the river and on its straight sections, above rapids, rapids and bridges with channel supports; in areas above the confluence of tributaries into the river. It is not allowed to place water intakes within the zones of movement of ships, rafts, in the zone of deposition and vein movement of bottom sediments, in places of wintering and spawning of fish, in the area of ​​​​possible destruction of the coast, accumulation of fin and algae, as well as the occurrence of shugozazhor and congestion.

At the same time, the chosen place must satisfy the following conditions: ensure uninterrupted operation; provide water intake that meets the requirements of the consumer; be located closer to the water supply; provide the possibility of using the simplest and cheapest method of water intake.

.1 Calculation of a river intake structure for the selection of a technological scheme

The calculation must begin with determining the level of the river bottom at the location of the water intake windows:

a) in winter low water, to maintain the required height Нtr = 2 m and ice thickness hl = 0.6 m

Zd. R. \u003d Zgls - hl - Ntr. = 10.7 - 0.6 - 2 = 8.1 m

b) in summer low water, to maintain the required height Нtr = 2 m and wave height hv = 0.2 m

Zd. R. \u003d Zgnv - 0.5 hv - Ntr. \u003d 10 - 0.5 0.2 - 2 \u003d 7.9 m

I choose the minimum mark from the calculated ones (7.9 m), since it meets both requirements.

We determine the horizontal distance between the vertical of the bottom mark (Zd. r. = 7.9 m) and the water line in the flood (at GWV = 14.5 m). The distance is 21.3 m, once it does not exceed 30 m, a coastal-type water intake device should be provided - unflooded water inlets with water inlets always accessible for maintenance, with the necessary enclosing and auxiliary structures and devices.

The layout scheme of the water intake and the pumping station of the I lift was adopted separately, since the following conditions are met:

low productivity 0.5 m3/s< 1÷3 м3/с;

water level fluctuations in the GWV source - GWL = 14.5 - 10 = 4.5 m;

I lift pumps have a significant vacuum suction height H = 30 m.

Water intake windows are arranged in 2 tiers. I design the coastal well in the form of a solid reinforced concrete box. Above the well we arrange a service pavilion made of bricks. Water enters through the windows covered with bars.

4. Hydraulic calculation of water and mesh openings

To retain various objects that clog the river (algae, wood chips, etc.), it is necessary to calculate the dimensions of the inlets of structures, which depend on bandwidth, and according to these data it will be possible to take the dimensions of the gratings (width and height).

Flat gratings are a metal frame welded from angle steel or channel with metal bars made of strip steel 40-80 mm wide, 6-10 mm thick and 50-60 mm apart.

4.1 Lattice calculation

Let's determine the area of ​​the window by the formula:

where 1.25 is a coefficient that takes into account the degree of grating clogging;

qр - design flow rate of one section in normal mode, m3/s, is determined by dividing the total design flow rate by the number of working sections;

qр = = = 0.25 m3/s;

Kst - coefficient taking into account the constraint of the flow by the lattice rods, determined by the formulas:

Kst = = = 1.12

The diameter or thickness of the rods is assumed to be 6 ÷ 12 mm; - the distance between the rods in the light, 50 ÷ 100 mm.

υvt - in accordance with the manual to SP 31.13330. Water supply. External networks and structures. - taking into account the requirements of fish protection in watercourses with flow rates over 0.4 m/s, the allowable inflow velocity is 0.25 m/s

We accept gratings with dimensions of 1250 x 1500 with a mass Gр = 135 kg (according to table 3.3). The dimensions of the blocked opening are 1000 x 1400.

4.2 Mesh calculation

Inside the coastal well, a transverse reinforced concrete partition is provided, in which trash-retaining nets (flat removable or rotating) are placed. The partition divides the well into two compartments: the water intake (or avankamera) - in front of the grid and the suction - behind the grid.

Meshes are designed for coarse cleaning river water from coarse suspended solids and prevent their entry into the suction chamber. In this course project, we will accept flat ones, because performance less than 1 m 3/With. Flat mesh is a wire mesh fabric stretched over a steel frame made of angle steel. Mesh fabric, usually made of wire with a diameter of 1-2 mm from of stainless steel or other corrosion-resistant material with a mesh size of 5x5 mm or less is fixed along the frame contour. It additionally relies on rigid rods of a supporting mesh (made of 2-3 mm wire with cells of 20x20 mm or 25x25 mm), which excludes the possibility of its breakthrough by water pressure when contaminated. The required area of ​​holes for nets is determined similarly to the area of ​​water intake holes:

Sc = 5.16 m2

where Кst is the constraint coefficient determined by the formula:

Kst = = = 1.65

a - the clearance between the rods 0.5 ÷ 6 mm;

d - rod diameter 0.2 ÷ 0.4 mm.

We accept according to appendix 4 grids measuring 2 x 3 m. The rate of water inflow into the grids υ \u003d 0.23 m / s, Gc \u003d 201 kg. The dimensions of the blocked opening are 1.8 x 2.86 m.

5. Choice of lifting device

1)For correct selection lifting equipment for lifting gratings, a force calculation is required.

R R \u003d (Gr + Pv f F) k \u003d (0.135 + 0.5 0.44 1.25 1.5) 1.5 \u003d 0.821 t.

where R R - effort to raise the grid;

Gr is the mass of the grating;

Pv - water pressure per 1 m 2gratings adopted by R V = 0.5 t/m 2;

F - lattice area, m 2;

k-safety factor equal to 1.5.

)To raise and lower nets, gates, valves in a coastal well, it is also required to calculate the force.

The calculation of the required effort for lifting is carried out according to the formula:

R With \u003d (Gc + Pv f F) k \u003d (0.201 + 0.15 0.44 2 3) 1.5 \u003d 0.896 t.

where R is the force to raise the grid;

Gc - mesh mass;

Pv - water pressure per 1 m 2mesh, accepted R V = 0.15 t/m 2;

f - coefficient of friction of metal on wetted metal, equal to 0.44;

F - grid area, m 2;- safety factor equal to 1.5.

R c > R R, accept R c = 0.896 t

We accept hoist with manual drive, carrying capacity R = 1 t .

6. Equipment for cleaning the chambers of the water intake structure

Sediments in the water intake and suction chambers of a coastal well are usually removed using water jet or centrifugal pumps.

hydraulic elevatordesigned to remove sediment from water intake chambers, sand traps and oil traps. hydraulic elevatoris a jet apparatus that converts the kinetic energy of the flow of the working fluid flowing from the nozzle into the energy of the dynamic head of the mixed flow, consisting of the working and pumped liquid, forming the pulp. Working fluid served in hydraulic elevatorthrough the pressure pipeline.

7. Definition of the main pumping equipment pumping station of the first lift

The pumping station as part of the onshore water intake was accepted with a separate layout on a site with a more reliable foundation and with a slight deepening.

The selection of pumping equipment and the layout of the station does not cause any particular difficulties and is carried out in accordance with the recommendations, the number of working pumps should be taken at least two of the same type of working pumping units and one or two standby ones.

At stations of small and medium productivity, horizontal centrifugal pumps two-way entry type D.

The brand of the pump is determined from the summary graphs of the H-Q fields for the supply of one pump Q n and pressure at the pumping station N.

So, the head of the pumping station is assumed to be H = 30 m.

We assume that two pumps are operating at the pumping station, therefore, the supply of one pump is determined by the formula:

250 l/s

where n is the number of working pumps.

Summary graph of D-type pump fields.

We select a pump of the brand D 1600-90 with a speed of n \u003d 980 rpm.

Specifications:

pump brand - D1600-90;

feed - 1000 m 3/h; supply - 277.7 l / s;

head - 40m;

permissible cavitation reserve - 5 m;

rotation frequency - 980 rpm;

pump weight - 3890 kg;

power consumption - 160 kW

We accept 2 working and 1 standby pump.

We accept an electric motor of the A4-400X-4 type.

Specifications

Engine type: A4-400X-4 Power: 500 kW Frequency: 1000 rpm Efficiency: 95% dimensions: 1340x680x 765 mm Weight: 1525 kg 8. Determination of water levels in the well

We design a coastal receiving-grid well from reinforced concrete, round in plan.

We select the diameter of the building based on the conditions of placement in the well of the main and additional equipment, as well as taking into account the possibility of repair and maintenance.

The well is divided by a partition into 2 parts: receiving and suction. Communication between them is carried out through windows, which are equipped with flat nets for cleaning purposes.

1)Z 1- mark of the water level in the receiving chamber during GWT (horizon high waters)

Z 1\u003d GVV - 0.1 \u003d 14.5-0.1 \u003d 14.4 m

)Z 2- mark of the water level in the receiving chamber during gas-oil-water treatment (horizon low waters)

)Z 3- mark of the water level in the suction chamber during hot water

Z 3=Z 1- 0.1=14.4 - 0.1=14.3 m

4)Z 4- mark of the water level in the suction chamber with GNV

Z 4=Z 2- 0.1=9.9 - 0.1=9.8 m

5)Z 9- floor mark in the service room

Z 9=Z p.z. +0.15=16+0.15=16.15 m

)Z 5- grid top mark

Z 5=Z 4- 0.15=9.8 - 0.15= 9.65 m

7)Z 6- mark the bottom of the grid

Z 6=Z 5-H grids \u003d 9.65 - 1.8 \u003d 7.85 m

)Z 7- mark the bottom of the well after the nets

Z 7=Z 6- 0.5 \u003d 7.85 - 0.5 \u003d 7.35 m

9)Z 8- mark the bottom of the well in front of the nets

Z 8=Z 7- 0.3 = 7.35 - 0.3 = 7.05 m

10)Z 10- mark of the top of the suction pipe

Z 10=Z 4+ H suction c/w pump = 9.8 + 3 = 12.8 m

)Bank well depth

H=Z 9-Z 8\u003d 16.15 - 7.05 \u003d 9.1 m

Zon \u003d Z4 + Ndop - hvs - \u003d 9.8 + 5 - 1.04 - \u003d 14.05 m

The pressure loss in the suction conduits is determined:

where l is the length of the suction pipeline, km; 1000× i=3.63 - hydraulic resistance per 1 km at a given diameter and flow rate in the design mode of operation of the VZS, taken according to Shevelev's tables; ξ - coefficient of local resistance, is given in the one below.

Table of coefficients of local resistance on suction pipelines

Name Quantity Coefficient ξ Pipe inlet 21 Gradual reduction 20.5 Check valve 23.4 Gate valve 30.2 Dividing tee 23

9. Calculation of the diameter of the suction and pressure pipes

For pumping stations of the first category, the number of suction and pressure lines is accepted regardless of the number of groups of pumps, and there must be at least two of them.

The diameter of the suction conduit is determined by the estimated flow rate:

Dvs = 0.460 m

where Q - estimated flow, equal to:

Q = = 0.25 m3/s

υ - the speed of water movement in the suction pipelines is taken υ = 1.2÷2.0 m/s. Accept steel pipes D = 500 mm.

At the ends of the suction pipes, sockets or conical funnels are arranged. The diameter of the socket is recommended to take:

Dp = (1.3 ÷ 2) Dvs = 1.5 500 = 750 mm

The suction pipeline is arranged with a positive slope of at least 0.005 to the side. The depth of the pipeline is equal to:

hhall = h0 + 0.5 m = 1.9 + 0.5 = 2.4 m

where h0 is the depth of soil freezing. Speeds in pressure pipelines are determined according to Table.

Pipe diameter, mmVelocity of water in the pipelines of pumping stations, m/s

Let's take the speed in pressure pipelines υ = 2.5 m/s.

10. Determination of the dimensions of the intake and suction compartments

We are designing a building with a round plan with dimensions that provide for the placement of all equipment, with the possibility of replacing them with larger ones. The foundation material is reinforced concrete. Aboveground part station is made of bricks. It provides space for service personnel, placement of machinery (transformer, control room, power plants). The dimensions of the chambers of the well should be sufficient to accommodate grids, valves, ladders, pipes, devices for removing sediment, sufficient for repairs and inspections. underground part The water intake is a well, round in plan, made of monolithic reinforced concrete, built by the lowering method. Water enters the water intake through windows equipped with gratings, passes gravity lines, then passes through flat nets and enters the receiving compartment located in the central part of the well and divided into two sections.

The dimensions of the suction chamber depend on the design of the suction funnel, the diameter and chamber of the suction pipelines.

In order to avoid air leakage into the suction pipe, the depth of immersion of the funnel under the lowest water level h 2 take at least two diameters of the suction funnel.

h 2 = 2.5 Dp = 2.5 750 = 1850 mm = 1.85 m

h 1 = 0.8 Dp = 0.8 750 = 600 mm = 0.6 m

The distance from the walls in the suction chamber to the socket is recommended to be taken:

a = 0.75 Dp = 0.75 0.75 = 0.563 m

1. Determination of the building dimensions of the well

11.1 Water intake facility

When designing a coastal water intake grid well, it is necessary to determine its minimum dimensions in plan and height. For reasons of reliability of the water intake, sectioning of the well is provided. The dimensions of the section of the water intake chamber are determined by the placement of gates at the ends of gravity pipes, the possibility of installing grids, a bypass valve in the partition, a hydraulic elevator, stairs and the conditions for their ease of maintenance.

The water intake structure consists of underground and ground parts. The underground part of all water intakes is made of monolithic or prefabricated reinforced concrete of a round or rectangular shape in plan, the ground part is made of brick or of prefabricated reinforced concrete elements of a rectangular shape in plan.

Fall wells round shape arranged with a diameter of 6, 7, 8, 10, 12, 15, 18, 21, 24, 30, 36, 42, 48, 54, 60 m. The depths of the wells are taken in increments of 1 m.

The thickness of the walls will be taken as follows: external 1.4 m, internal partitions- 0.5 m.

The distance from the hydraulic elevator to the separation wall of two chambers, water intake and suction, is 3.2 m. From this wall to the socket of the suction pipe is 1.8 m.

Let us assume that the building of the water intake structure is square in plan with a wall length of 10 m.

11.2 Pump station

Dimensions are taken based on the size of the equipment.

When determining the area industrial premises the width of the passages should be taken into account:

between pumps or electric motors - 1 m;

between pumps or electric motors and a wall in recessed rooms - 0.7 m, in others - 1 m; at the same time, the width of the passage on the side of the electric motor must be sufficient for dismantling the rotor;

between compressors or blowers - 1.5 m, between them and the wall - 1 m;

between fixed protruding parts of the equipment - 0.7 m;

in front of the electrical switchboard - 2 m.

Notes:

Passages around the equipment, regulated by the manufacturer, should be taken according to passport data.

Let's take a rectangular building of the pumping station with dimensions of 15x12 m.

.3 Location plan

The situational plan is built arbitrarily. It indicates the main elements, namely the water intake structure, pumping station, pipelines, connection chamber, lighting, sewerage, water supply, access road, etc.

I show 1 belt of sanitary protection zones.

12. Zones of sanitary protection

The boundaries of the first zone of the sanitary protection zone of a surface source of water supply, including a water supply canal, should be established at distances from the water intake:

upstream - at least 200 m;

downstream - at least 100 m;

along the bank adjacent to the water intake - at least 100 m from the water's edge during the summer-autumn low water;

Opposite coast:

with a watercourse width of less than 100 m - the entire water area and the opposite bank 50 m wide from the water's edge during summer-autumn low water

with a watercourse width of more than 100 m - a strip of water area with a width of at least 100 m; on bucket-type water intakes, the boundaries of the first belt include the entire water area of ​​​​the bucket and the area around it with a strip of at least 100 m.

Sanitary measures on the territory of the zone

The territory should be planned, fenced, landscaped. The boundaries of the water area should be marked with ground signs and buoys.

The boundaries of the second belt of the watercourse zone should be established: upstream, including tributaries, based on the water flow rate averaged over the width and length of the watercourse or in its individual sections and the time of water flow from the belt boundary to the water intake at the average monthly water flow of the summer-autumn low water 95% coverage for at least 5 days for IA, B, C, D, IIA climatic regions and at least 3 days for other climatic regions; downstream - at least 250 m; lateral boundaries - at a distance from the water's edge during summer-autumn low water - with a flat relief - 500 m, with a mountainous terrain - up to the top of the first slope facing the watercourse, but not more than 750 m with a gentle slope and 1000 m with a steep slope . If there is a backwater or reverse flow in the river, the distance of the lower boundary of the second belt from the water intake should be set depending on the hydrological and meteorological conditions, in agreement with the bodies of the sanitary and epidemiological service. On navigable rivers and canals, the boundaries of the second belt of the zone should include the water area adjacent to the water intake within the fairway.

Note. In some cases, depending on local conditions the lateral boundaries of the second belt may be increased in agreement with the bodies of the sanitary and epidemiological service.

The boundaries of the third zone of the zone of the surface source of water supply should be the same up and downstream of the watercourse or in all directions along the water area of ​​the reservoir as for the second zone; lateral boundaries - along the watershed, but not more than 3-5 km from a watercourse or reservoir.

13. Fish protection measures

By modern requirements, any water intake, being technological element water supply system and meeting the requirements of its reliability, must simultaneously function as an environmental object. Fish protection devices should be considered as an integral part of water intake.

The construction and operation of water intakes without the consent of the fish protection authorities is not allowed. This implies the main requirements for fish protection devices (RZU): uninterrupted water flow; effective fish protection; reliability of action at available means operation (simplicity of design, automatic action etc.).

The project can be applied the following types fish barriers: flat nets, drum nets, with cells corresponding to the length of the body of the protected fish, as well as in the form of filter elements of the water intake: filters from rock fill, filter cassettes, sapani, curtains from air bubbles or jets of water, electric field.

14. Measures to combat sludge

During the operation of water intakes, their water intake from the source may decrease below permissible limits or stop completely due to blockage of water intake openings with sediment, sludge, in-water ice, debris and fouling.

Reliable enough common remedy protection of water intake structures from sludge is to ensure very low rates of water inflow into water intakes.

The following can be used as soundproofing agents: trash gratings made of hydrophobic materials (rubber, wood, etc.) or metal rods with a hydrophobic coating, special water inlets, electric heating of trash grating rods or water heating with excess steam, or warm water directly in front of the water inlets.

In addition, it is possible to provide for the installation of jet guide dams in front of the water intake, the installation of shields for regulating the channel and the mode of sediment movement, water intake buckets of various layouts, etc.

15. Measures to combat biofouling

Water intake windows with trash grates, gravity, suction and pressure pipelines at water intakes are subject to internal fouling with hydrobionts, among which the most common are zebra mussels.

To combat biofouling, for example, warm water is used. It has been established that when warm (45°C and above) water is supplied for 10 minutes, all aquatic organisms die.

To wash the elements of water intake structures, you can also use water treated with chlorine and vitriol, as well as the electrochemical method in combination with cathodic protection of metal and reinforced concrete structures of the water intake. At municipal water intakes, preference should be given to water chlorination.

Most effective method combating biofouling is the painting of elements of water intake structures special paints based on perchlorovinyl and ethanol or conventional zinc paint.

When using electrically heated gratings as heating element lattices are used. To do this, the voltage required by the calculation is applied to their rods. The current passing through the rods heats the grate, and plugging with sludge is excluded.

Conclusion

In this course project, a coastal water intake was designed with non-flooded water intakes with water intake holes always available for maintenance, with the necessary enclosing and auxiliary structures and devices, taking into account the average natural conditions of water intake and category I reliability.

After analyzing the initial data, taking into account weak foundations and low productivity, it was decided to locate the pumping station of the 1st lift separately from the coastal well (water intake with a separate layout) on a site with a more reliable foundation, with a slight deepening.

To ensure the reliability of the water intake, sanitary protection zones are provided. Since the life and health of the population, which in this case is a consumer, may depend on it.

A graphical part of the work is attached to the course project, which details the placement of all structural elements in cross section and in plan.

Used Books

1.Water intake structures of public water supply systems: Proc. allowance / A.M. Kurganov - publishing house "ASV"; SPbGASU. - M.; SPb., 1998 - 246 p.

2.Pumps and pumping stations / V.I. Turk, A.V. Minaev, V.Ya. Karelin.; Textbook for high schools. M., Stroyizdat, 1977.296 p.

.Selection of the technological scheme of water intake facilities from surface water sources: Method. uk. for executing well. project / N.D. Pelmenev. - Irkutsk, 2004. - 28 p.

.Surface sources of water supply and water intake devices: Proc. allowance. / N.D. Pelmeneva - Irkutsk: Publishing house of ISTU, 2003. - 113 p.

.Help Guide to SNiP 2.04.02-85. Design of facilities for surface water intake. Moscow: Stroyizdat, 1990

.Shevelev F.A., Shevelev A.F. Tables for hydraulic calculation

.water pipes. M.: OOO "Bastet", 2007.

.Water supply from surface sources. - M.: Stroyizdat, 1975.

.Somov G.Yu., Zhurba M.G. Water supply. Volume 1. Water intake, supply and distribution systems: Proc. for universities. - M.: DIA Publishing House, 2008.

.Installation of external water supply and sanitation systems. Builder's Handbook. (Under the editorship of A.K. Pereshivkin). Moscow: Stroyizdat, 2003.

.Pump catalogs

.SP 31.13330.2012 Water supply. External networks and structures. Updated version of SNiP 2.04.02-84* Moscow 2012

.Water supply: Textbook for universities. - 3rd ed., revised. and additional / N.N. Abramov - M: Stroyizdat, 1982. - 440 p., ill.

Water intake facilities

Installation of offshore water intake structures

Knowing well the methods of installation of pipelines, the equipment used for this and being able to use their knowledge in practical work, professionals can work creatively and increase productivity. Marine water intake facilities.

Water intake are called GTS designed to take water from water supply sources (rivers, lakes, reservoirs) for various water management needs: energy, land irrigation, water supply to the population and enterprises, to regulate water levels in the W.B. and N.B., for fisheries, etc.

Types of water intakes:

According to the type of water source - river, lake, reservoir.

According to the method of water intake - damless and dammed.

According to the reliability of water supply, water intakes are divided into 3 categories:

1 cat. - Enterprises of federal importance and settlements with more than 50 thousand inhabitants;

2 cat. - Enterprises of regional importance and settlements with less than 50 thousand inhabitants;

3 cat. - Enterprises of local importance and settlements with up to 50 thousand inhabitants.

According to the hydraulic conditions of water transportation - gravity and with mechanical water supply (pumping).

Water intakes are not recommended to be located: within the zones of movement of ships, rafts, dragged sediments; in the upper reaches of reservoirs; in the hollows of winter quarters for fish; in areas of ice jams and ice jams; in places of surge of fin and algae. Water intakes for drinking water it is recommended to be located above settlements, wastewater outlets, ship moorings, timber exchanges, warehouses and bases.

Damless river intakes

These water intakes are characterized by the fact that the water in them comes from the river at the everyday state of its levels. They can be superficial and deep.

Surface water intakes

There are 3 types of surface water intakes: coastal, spur and bucket.

Coastal intakes satisfied with:

small slopes;

Low flow rates;

A small amount of deposits.

Spur water intakes are characterized by a water-capturing spur protruding into the riverbed - a dam. The use of such water intakes is usually associated with rivers with an unstable channel. The idea of ​​a water capture device is that it creates some backwater in the river flow and thus contributes to an increase in the flow of water going into the canal, as well as a decrease in the amount of bottom sediment entering it. Spurs are made from local building materials - brushwood, stone, riprap, sepoys, etc.

Satisfied with:

The need to raise the water level in the river at the point of diversion;

With large slopes of water in the river;

With a large amount of deposits.

Rice. 16.3. Spur water intake: 1 - spur; 2 - pocket; 3 - head lock; 4 - channel; 5 - flushing lock; 6 - river

Rice. 16.4. Schemes of spur water intakes: a - without the head structure (non-engineering); b - with a side head structure and flushing holes in the spur; c - with a frontal head structure and a flushing device in a longitudinal spur; 1 - supply channel; 2 - spur; 3 - channel; 4 - reset; 5 - flushing facilities; 6 - head structure; 7 - dam

The washing sluice serves for washing (flushing) sediments deposited in the pocket.

The head lock allows you to regulate the flow of water taken from the river into the canal with the help of gates.

Bucket intakes serve mainly for the needs of water supply and operate throughout the year. They have a wide basin (dipper) in which suspended sediments precipitate. Clarified water is pumped from the bucket. They are arranged completely buried in the shore or partially extended into the channel. And having a grassroots entrance. The threshold of water intake holes must be raised above the bottom by at least 0.5 m.

Deep water intakes

Unlike surface water intakes, deep water intakes operate in pressure hydraulic mode. They are used mainly for water supply at low water flows taken from the river in high banks, making it difficult or even impossible to construct an open channel in the excavations, due to the need to perform a large amount of excavation.

On fig. +++, a - the intake hole is located in the riverbed at a depth of 2-2.5 m from the level of winter low water so that it does not freeze into the ice cover in winter, and by 0.5-1.4 m from the bottom mark so that there is no bottom sediment getting into it. If the depths near the banks of the river are sufficient, then not channel, but coastal water intakes are arranged, into which water enters through deep holes (Fig. +++, b).

With significant fluctuations in the water level in the river and high, unstable banks, water intakes for irrigation are sometimes made floating in the form of a pumping station mounted on floating pontoon, which follows fluctuations in the water level in the river.

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Presentation on the topic "Water intake facilities"

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Description of the presentation on individual slides:

slide number 1

Description of the slide:

"WATER INTAKE FACILITIES" Lecturer Teplova L.E.

slide number 2

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"WATER INTAKE FACILITIES"

slide number 3

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1. The sources of water supply systems 2. Requirements for the choice of water supply sources 3. Classification of structures for watering water from surface sources 4. Choosing a place and type of surface water intakes 5. Features of the device of coastal water -type water -resistant structures 6. The layout of coastal water intake type 7. Features of the device of water intake structures Channel type 8. The layout of the water intake of the channel type 9. Classification of water receivers: 10. Types and characteristics of water intakes 11. Giving lines of channel water intakes 12. The fight against biological fussings 13. Protection of water intakes from litter 14. Fish-protection measures at water intakes 15. Robbery with shogo- ICE PHENOMENA ON SURFACE WATER RECEPTIONS 16. WATER INTAKE BUCKS 17. SANITARY PROTECTION ZONES AT SURFACE WATER INTAKE 18. UNDERGROUND WATER SUPPLY SOURCES 19. TYPES OF FACILITIES FOR CAPTURE OF GROUND WATER 20. WELL DEVICE. FASTENING WELLS WITH CASING PIPES 21. WELL FILTERS 22. EQUIPMENT OF TUBE WELLS 23. HORIZONTAL WATER INTAKE 24. SANITARY PROTECTION ZONES OF GROUNDWATER INTAKE Contents:

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Natural sources are divided into two main groups: - surface sources, - underground sources. 1. SOURCES OF WATER SUPPLY SYSTEMS

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Surface sources include - watercourses - rivers, canals, - reservoirs - lakes, reservoirs, ponds, seas. The advantages of surface sources are as follows: - you can take a lot of water; - availability, small costs for water supply; - minimum salt content and low hardness. Their shortcomings: - contaminated (especially bacterial); - fluctuations in temperature and quality over the periods of the year; - not protected emergency situations and environmental disasters.

slide number 6

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Groundwater compared to surface sources have a number of significant advantages: - high degree purity, including bacterial; - constancy of temperatures and other indicators and therefore best meet the requirements of the technology of many industrial productions; - sanitary reliability; - protection from factors of mass destruction. Their disadvantages: - the cost of lifting water; - limited debit; - deep occurrence (inaccessibility); - contain iron, salts, have increased rigidity. Groundwater is usually more reliable in sanitary terms and is the most acceptable source of domestic and drinking water supply.

slide number 7

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Basic requirements when choosing a source of water supply: 1. Ensuring the necessary water consumption for the consumer, taking into account perspective development objects. 2. A given degree of reliability of water supply to consumers. 3. Ensuring the quality of water that best meets the requirements of consumers, or allows to achieve such quality after treatment. 4. When water is withdrawn from a surface source below the point of withdrawal, a guaranteed flow of water must be provided, which is necessary to meet the needs of lower located settlements, enterprises, Agriculture, fisheries, shipping, etc. 5. The selection of water from the source should not worsen the ecological situation. 6. Economic requirements - minimum costs for construction and operation. 2. REQUIREMENTS FOR THE SELECTION OF WATER SUPPLY SOURCES

slide number 8

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In addition to these requirements, for the correct choice of the source, the following factors should be taken into account: 1. Discharge regime and water management balance of the source with a forecast for 15-20 years. 2. Qualitative characteristic water in the source and the forecast of its possible change. 3. Qualitative and quantitative characteristics of sediments and litter, their mode of movement. 4. Coastal stability. 5. The presence of permafrost soils. 6. The possibility of freezing and drying out of the source. 7. The presence of snow avalanches and mudflows, as well as other natural phenomena. 8. Autumn winter mode the source and nature of the ice-sugar phenomena in it. 9. Fluctuation of water temperature in the source by months of the year at different depths. 10. The nature of the passage of spring-summer floods.

slide number 9

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Water intake - a complex of structures, including a water intake, a well, a pumping station of the first lift. This edition adopts the following terminology: a water intake is a part of a water intake structure that serves to directly receive (take) water from a source. 3. CLASSIFICATION OF FACILITIES FOR INTAKE WATER FROM SURFACE SOURCES

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1. According to the type of reservoir: river reservoir lake marine canal Structures for water intake from surface sources are divided as follows:

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2. By purpose: household and drinking industrial (technical) irrigation 3. By the duration of the operation period: permanent temporary 4. By productivity: small - up to 1 m3 / s; medium - 1-6 m3 / s; large - more than 6 m3 / s.

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6. According to the layout of the main structures: combined (all in one structure); separate; combined. 7. According to the location of the water intake: coastal channel. 8. By the nature of mobility: stationary funicular floating.

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a) the first category - no interruption in supply is allowed, it is possible to reduce the consumption by 30% for up to 3 days; b) the second category - a break in the water supply is allowed up to 5 hours, it is possible to reduce the consumption by 30% for up to one month; c) the third category - a break in the water supply is allowed up to 24 hours, it is possible to reduce the consumption by 30% for up to one month. According to the category of reliability of water supply:

slide number 14

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When choosing the location, type and design scheme of water intake facilities, it is necessary to take into account: the purpose of the water intake and the requirements for it; presence in the source required depths to accommodate a water intake; the quality of the water in the source must comply with sanitary requirements; the possibility of organizing sanitary protection zones. requirements for the reliability and uninterrupted supply of water to the consumer; requirements of shipping and fish protection authorities; hydrological, topographic, geological, hydrogeological conditions; conditions for the construction of structures and their subsequent operation and the prospects for water management measures at this water source; Possibility of the simplest and most economical way of water intake. 4. SELECTION OF THE PLACE AND TYPE OF SURFACE WATER INTAKE

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When choosing the location of the water intake, a forecast should be drawn up and taken into account: the quality of the water in the source; channel process; ichthyological situation; hydrothermal regime. The location of the intake water intake is not allowed: within the vessel traffic zones; in the zone of bottom sediment deposition; in places of wintering and spawning of fish; in areas of possible destruction of the coast; in places of accumulation of algae; in the areas of occurrence of shugozazhor, congestion and freezing of the watercourse; in the sections of the downstream of the HPP directly adjacent to the hydroelectric complex; in the landslide zone; in the upper reaches of reservoirs; in areas located below the mouths of tributaries of rivers and at the mouths of backed rivers.

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The pumping station is combined with a coastal well. It is used: - with solid bottom soils, - with the addition of the coast - from rocks (rock, limestone, etc.). with a large amplitude of fluctuations in water levels in the river (the difference between the minimum and maximum water marks) of more than 6 m; - with a large capacity of the water intake. 6. LAYOUT OF THE WATER INTAKE OF THE SHORE TYPE

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The pumping station and the coastal well are separated. It is used under the following conditions: - the addition of the coast from loose or inhomogeneous soils; - use of pumps with allowable height suction more than 3-4 m; - productivity up to 1 m3/s.

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The pumping station is adjacent to the coastal well. It is used under conditions: slight fluctuations in water levels in the river; use of pumps with a permissible suction height of not more than 3-4 m or, if necessary, installation of pumps - under the bay; shallow depth of the coastal well.

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The pumping station is combined with a coastal well. It is used under the following conditions: significant fluctuations in water levels in the river (7-10m); great depth of the coastal well; pumping station is equipped vertical pumps or pumps for drawing water from wells.

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slide number 22

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Coastal-type water intake facilities (channel water intakes) are designed with gently sloping banks and the bottom of the river, when the depths required for water intake are at a considerable distance from the coast. They consist of three main elements (Fig. 7.1): a water intake - head 1, located directly in the riverbed or canal and remote from the coast; coastal wells 4 and gravity (siphon) lines connecting them 3.

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The pumping station is shared with a coastal well. Gravity-flowing water conduits Used under conditions: weak bearing capacity coastal soils to an insignificant amplitude of fluctuations in water levels in the river (up to 6-8 m); use of pumps with a permissible suction height of more than 3-4 m; productivity up to 1 m3/s. 8. LAYOUT OF THE WATER INTAKE

slide number 24

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It is used under the following conditions: rocky and semi-rocky soils of the coast with insignificant amplitudes of fluctuations in water levels in the river (up to 6-8 m); the use of pumps with an allowable suction height of more than 3-4 m; productivity up to 1 m3/s. The pumping station is shared with a coastal well. Siphon conduits.

slide number 25

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The pumping station is adjacent to the coastal well. Water conduits are gravity or siphon. It is used when building a coast from rocky and semi-rocky rocks (rock, limestone, etc.).

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slide number 27

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9. Classification of water intakes: 1. According to the method of water intake: open surface, deep, bottom, filtering, infiltration, combined. 2. By location: coastal, channel. 3. By location relative to the water level: flooded, flooded at high levels waters, unflooded (cribs). 4. According to the location of the water intake holes and the direction of the incoming water flow (Fig. 9.1): a) with holes - horizontal, vertical, inclined; b) with inflow - frontal, lateral, bottom; c) with water intake - one-sided, two-sided. 5. By design: ryazhevy, pile, tubular, concrete, concrete in a metal casing, reinforced concrete, with vortex chambers. 6. According to the number of sections: two-section, three-section and more.

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The simplest and cheapest are socket pile unprotected heads. Their socket can be located not only vertically but also obliquely or horizontally. Sometimes protective piles are driven upstream to protect them from floating objects. On small rivers not used for timber rafting and navigation with relatively mild natural conditions at low (from 0.02 to 0.2 m3/s) water intake productivity. Advantages: simple, compact, economical. Disadvantages: disturbs the flow, difficult to access, afraid of shocks, requires the installation of fish barriers. 10. TYPES AND CHARACTERISTICS OF WATER INLETS

slide number 29

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Ryazheye heads are made in the form of a log house from logs on the shore with mounted sockets and ends of gravity lines. Such a floating structure is transported by tugboat to the installation site and flooded with a load of stones. The ryazhevy head can be arranged without sockets, but with a filter filling of gravel or crushed stone in the log cavity. Such a cap partially clarifies the water and provides fish protection. Water intake is carried out by the front front of the structure, which can have a large area and provide an average water intake capacity.

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The reinforced concrete head is arranged in the form of a reinforced concrete shell on the shore, equipped with sockets, transported to the channel, flooded in the project site and weighted with rock fill. The resulting design is resistant to impacts, streamlined by water flows. Finds wide application in practice.

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The concrete head is made on the shore in the form of a trough made of sheet steel with spacers and sockets. In this form, it is transported to the installation site, flooded and filled with concrete under water. Its peculiarity is the double-sided arrangement of entrance windows (2...4 windows in one section), which allows receiving heavy expenses water.

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When choosing the location of the head, the following requirements are guided: 1. The water intake must be protected from damage by ice, rafts, anchors. The installation site is fenced with buoys. 2. The bottom of the head should rise above the bottom of the river by at least 0.5 m, the top - at a distance of not less than 0.2 m from the lower edge of the ice and not less than 0.3 m below the wave trough. riverbed for a distance at which all these requirements are met. The penetration of the tip into the bottom should not be less than the depth of possible erosion of the bottom. At the same time, it is taken into account that the top of the gravity pipeline should be buried under the bottom by at least 0.5 m. Usually, the penetration of the head into the bottom is 1.01.5 m. When choosing a location for the heads, geological conditions are taken into account.

slide number 33

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The lines that bring water from the head to the coastal well are gravity and siphon. The number of these lines must be at least 2, usually the number of lines is equal to the number of sections of the coastal well. The siphon line is laid at a much shallower depth than the gravity line. Depending on the laying method, water conduits are made of steel, reinforced concrete, cast iron or asbestos-cement pipes. According to SNiP, water velocities in gravity lines should be in the range of 0.7 ... 2.0 m / s, depending on the category of water intake and pipe diameter. This speed should be non-silting and generally depends on the water intake capacity, pipe diameter and sediment size. 11. RUN WATER INTAKE SUPPLY LINES

slide number 34

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The need to flush these water intake elements is due to the fact that untreated water is transported through them. In addition, in many cases, gratings and pipes can become overgrown with algae, mollusks, etc. Gravity lines can be cleaned: 1) mechanically(scoops, scrapers, etc. according to the type of cleaning sewer collectors), the method is associated with a long shutdown of water conduits from work, laborious, but is preferable for large diameters;

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2) hydraulic method - the creation of increased velocities of water in the pipe, the flushing method is the most common. It is known that for the destruction and removal of deposits, speeds are needed that are 25-50% higher than normal. Ways of flushing the supply lines and head: 1. direct, 2. reverse, 3. pulsed.

slide number 36

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With direct flushing, one of the supply lines is turned off, the pumps operate in normal mode, and all flow moves along the lines remaining in operation. Because of this, the level in the well drops, the difference in marks in the source and in the well increases, that is, an increased pressure is created on the working pipe, as a result of which the speed of water movement in it increases, washing away pollution into the coastal well, from where it is removed by an ejector. Advantages of this method: 1) ease of operation; 2) lack of special devices for flushing; 3) supply to the consumer when flushing the design flow. Disadvantages: 1) grates are not washed (from debris and sludge) (water presses retained contaminants to the grate); 2) contaminants from the pipe are taken out to the coastal well, and some of them enter the treatment facilities, increasing the load on them; 3) flushing is not possible at low water levels in the river, that is, reliability is not ensured.

slide number 37

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When flushing, one of the gravity lines is turned off and through it in reverse direction water is supplied from pressurized conduits. In the second gravity line, direct flushing takes place. Advantages of backwashing: 1) simultaneous washing of grids; 2) the ability to discard sludge from the inlet windows (automatic backwashing provides channel water intake with 1 degree of reliability of water intake); 3) washing can be carried out at any time (reliability is ensured); 4) pollution is carried away by the washing flow into the river. Disadvantages: 1) complexity of operation; 2) large investments in the installation of a flushing pipeline; 3) reduction of water supply to the consumer; 4) water loss.

slide number 38

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For impulse flushing, a vertical column (pipe) is installed in the coastal well on each supply line, closed at the top, connected to a vacuum pump and equipped with an air inlet valve (lever force from 10 to 30 kg).

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In addition to deposits, biological fouling - mosses, mollusks (especially mussels), microorganisms, mussels, etc. can create a problem for gravity lines. They can also lead to a decrease in the cross section and an increase in hydraulic resistance pipes. To suppress the development of biological fouling, the following measures are used: Painting internal surfaces pipes with special paints, (not applicable for drinking water pipes). Washing with water at a temperature of 45-550C. Water treatment with chlorine or copper sulfate. Anode dissolution of copper electrodes. Methods of exposure to ultrasound and other radiations are at the research stage. Doses, frequency and duration of treatment are set on the basis of technological studies and operating experience. Doses of chlorine take 2 mg/l more chlorine absorption, but not less than 5 mg/l, and the dose blue vitriol- 1.01.5 mg/l. For the supply of these reagents, appropriate facilities (chlorination facilities, etc.) are provided onshore. The supply and supply of reagents to the heads should be carried out in such a way as to avoid the ingress of reagents into the river. These methods are described in more detail in 15. Control questions 12. ANTI-FOULING

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Surface water sources, especially during floods, contain a large amount of pollution. Large pollution are trunks and branches of trees and shrubs, chips, plastic bottles and so on. Small pollution - small debris, plant remains, algae, etc. Both large and small pollution can cause disruption of pumping stations, treatment facilities and conduits. 13. PROTECTION OF WATER INTAKE FROM LAST

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Trash-retaining nets facilitate the work of sewage treatment plants, protect pipes and pumps from clogging, when process water allow you to opt out of cleaning. They are designed to retain small impurities such as leaves, grass, wood chips. With filter heads, the nets may not be arranged. Nets are installed in the windows of the partition between the water intake and water intake compartments of the coastal well. They can be of two types - flat (removable) and rotating. A flat (removable) mesh is used for low productivity (up to 1 m3/s) and low water turbidity. By design, they are similar to lattices. The dimensions of the frame (dimensions of the overlapped window) are from 800x1000 mm to 2000x3000 mm. Cleaning of flat meshes is done manually. To do this, the grid is lifted along the grooves in upper part water intake structure with a lifting mechanism, installed in a special tray and washed with jets of water from a hose from the pressure technical water supply. To intercept jets with pollution, bath-screens are installed, from which dirty water discharged through trays or pipes. This operation is quite laborious, and therefore it is used with low productivity of water intake facilities.

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Biological methods: settlement of reservoirs with mollusks (bivalves, anodonts), which eat algae; the device of "bio-absorbers" in the form of plastic gratings with sinkers at the bottom and floats at the surfaces, which concentrate algae on themselves; breeding in reservoirs of herbivorous fish (white carp, silver carp); the use of viruses and phages that infect blue-green algae (method at the research stage). In the fight against algae, there are three main groups of methods.

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Physical Methods: ultrasound destroys algae, but they remain suspended in the water, so it is advisable to do this before coagulation; electric current treatment; in this case, the algae are separated from the water and sent to the anode (the method is expensive and unacceptable).

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Chemical Methods: Vitriol. For the death of blue-green algae, a dose of copper sulfate of 0.2 ... 0.5 mg / l is sufficient. water is considered safe for people (copper content in drinking water Cu should not exceed 0.1 mg/l). However, the applied technologies for the introduction of copper sulphate (spraying by aircraft, dissolution from bags from boats) are not environmentally friendly and inefficient. The disadvantages of vitriol also include: 1) dosing is primitive and it is impossible to create a uniform concentration; 2) vitriol is detrimental to fry; 3) algae are eaten by fish, fish by humans, there is an accumulation of copper in the trophic chain. Vitriolization of drinking and fish-breeding reservoirs is undesirable. Chlorination. The lethal dose of chlorine for blue-green algae is 0.5 ... 1.0 mg / l. Prechlorination is carried out at the water treatment plant, which kills the algae. After that, they coagulate and sit with flakes on the bottom of the sump. But many float (rich in fats) and do not linger in the settling tanks; to remove them, flotators or filtering on microfilters are needed. (Algicide is also potassium permanganate, but it is more expensive than chlorine).

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The entry of a large number of fish and especially fry into the water intake causes great harm to natural fish resources. In addition, fish caught in the water intake dies and rots, which creates an unacceptable sanitary and hygienic situation at facilities that supply water for household and drinking needs. 14. FISH PROTECTION MEASURES AT WATER INTAKE

slide number 47

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Fish protection of water intakes should be considered in two directions: the first direction involves the choice of the correct location of water intakes and is associated with the distribution of juvenile fish, their migration, seasonal and daily rhythm of entry into this particular reservoir. An area with a minimum concentration of fish for water intake is determined; the second direction is associated with the protection of fish that have fallen into the water intake area, and is based on knowledge of the methods of controlling the behavior of fish, their reaction to individual stimuli used to scare away or direct the movement of juveniles, as well as knowledge of the speed of fish movement.

slide number 48

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Filtering water intakes, as well as channel water intakes, provide the most complete protection against fish, if the flow rate around them is more than three times higher than the rate of water inflow into water intake openings. In accordance with the requirements of SNiP 2.04.02-84, when the water velocity in the river is more than 0.4 m/s, the velocity of inflow into the water inlets should be no more than 0.25 m/s, and if the water velocity in the river is less than 0.4 m/s with no more than 0.1 m/s. Fish protection devices can be divided into three groups: 1. Mechanical. 2. Hydraulic. 3. Physiological.

slide number 49

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The first group includes mechanical obstacles for fish retention (flat nets, rotating nets, mesh drums, barriers made of reeds, brushwood, crushed stone, filter cassettes, filter heads) operate on the principle of creating mechanical barriers with mesh sizes of 2 ... 4 mm. The most widely used filters and grids. Recently, filter cassettes made of bulk aggregate or porous materials have become common in design practice.

slide number 50

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The group of hydraulic fish barriers includes jet guides that provide a direction of flow that ensures the removal of fish from water intakes. Usually hydraulic barriers are used together with fish barriers. mechanical type. The simplest measure is to reduce the input velocities to 0.1 ... 0.2 m / s (3 ... 4 times less than the speed of water movement in the river) so that the fish are guided by the natural river water flows and do not notice the water intake. This measure is not applicable in reservoirs and lakes with slow water and high water intake capacity. On the diversion channel, it ensures the movement of the flow along the fish barrier from the net or in the form of a filter and takes the fish back into the river.

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The principle of operation of physiological fish barriers is based on scaring away fish from a water intake structure due to unpleasant effects on various fish receptors ( electric fields, sound, light, curtains of air bubbles, etc.), changing their behavior in front of water intakes.

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The speed of the water in the river prevents the formation of ice. Therefore, at negative air temperatures before the formation of freeze-up in autumn and after the ice breaks in spring, the water is supercooled, and its temperature may become negative due to the turbulence of the flow. This causes the formation of intra-water ice - sludge, which is ice crystals randomly moving in the water. 15. FIGHT AGAINST ICE-SNOW PHENOMENA ON SURFACE WATER RECEPTIONS

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With slow moving water (velocity up to 0.5 m/s) with the establishment of negative average daily air temperatures, the water temperature quickly drops to zero on the surface (the densest and warmest water at + 4 ° C is at the bottom). Further cooling leads to the fact that the surface layer of water is supercooled to -1.4°C. When seeds (snowflakes, dust particles) get from the atmosphere, ice crystals appear on them and on suspended solids in water. They freeze and form floating ice films. The latter gradually freeze and give rise to an ice cover, which thickens with time.

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In moving water (at speeds above 0.5 m/s and with wind), due to turbulent mixing, ice crystals and supercooled films (intra-water ice) are carried into the flow and descend to the bottom. There they freeze to the surfaces of protruding supercooled bottom elements and become a seed for further crystal growth - bottom ice is formed. Due to the influx of heat from the rocks of the channel, the bottom ice thaws, breaks off and floats, forming a sludge with intra-water ice. Together with ice crystals, sand, gravel and even stones can float. Bottom ice forms during cold nights, and during the day it floats up and forms a snow drift in the afternoon.

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The main measure to combat sludge is right choice locations of water intake facilities and type of water intake. Since ice crystals are lighter than water, they tend to float to the surface. Low water velocities and its calm flow contribute to the ascent of sludge, and vice versa, high speed and turbulence of the water flow lead to the fact that the sludge is in the entire flow. Therefore, water intake facilities must be located in straight sections of the riverbed, where the flow is not blocked by any obstacles and the water moves calmly (without turbulent eddies) and at low speed. If there are no such sections of the riverbed at the water intake site, then it may be advisable to build a water intake bucket, which just ensures the straightening of the flow and low water velocities. the more sludge in the water, the slower the speed should be.

slide number 57

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Bucket water intake is a natural or artificial basin (channels, bays) that brings water to the water intake. The speed of the water in the bucket is less than in the river, so it is used to pre-clarify water and to protect the water intake from sludge. Bucket water intakes are used for large critical water intakes, most often industrial ones, with a capacity of up to 25 m3 / s (for drinking water supply systems from 100 thousand to 1 million m3 / day). 16. WATER BUCKETS

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In addition to the main purpose - the fight against slush-ice interference - the bucket performs the following functions: low speeds contribute to the precipitation of suspended solids, providing preliminary purification of water from suspended sediments with a turbidity of 2000 ... 4000 mg / l; created sufficient depths(1-1.5 m below the bottom) for the installation of coastal water intakes with gentle banks; increased water intake minimum expenses rivers (up to 50% of the minimum daily flow of the river).

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The water intake bucket is an artificial bay, which is formed by a dam, carried out into the riverbed, or a recess dug in the shore. It is easier and cheaper to arrange a bucket in the river bed by building a dam. If the bucket is designed to deal with slush and ice, then the top of the dam should be above the water level during the period of slush drift and ice drift.

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The use of one or another type of bucket should be justified by analyzing the hydrological and other characteristics of the river. Typically, bucket design is preceded by hydrological modeling in laboratory conditions. Main types of buckets

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Not flooded with a downstream entrance, partially or completely extended into the river: 1 - dam; 2 - water intake structure; 3 - bucket.

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Not flooded with a downstream entrance, partially or completely extended into the river, with a riding spur flooded in high water: 1 - dam; 2 - water intake structure; 3 - bucket, 4 - horse spur.

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Not flooded with a downstream entrance, partially or completely extended into the river, with upstream and downstream spurs flooded during high water: 1 - dam; 2 - water intake structure; 3 - bucket, 4 - sediment protection top spur, 5 - sediment protection bottom spur.

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Flooded with a downstream entrance, partially or completely extended into the riverbed: 1 - dam; 2 - water intake structure; 3 - bucket

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Partially protruding into the channel, partly buried into the shore with a self-flushing entrance: 1- dam; 2 - water intake; 3 - bucket; 4 - downstream non-flooded dam; 5 - a raised dam flooded in the flood.

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Cleaning of other types of buckets should be carried out at least once every 2 ... 3 years in the following ways: dredgers or universal floating machines, consisting of a pontoon and a dredger (in the absence of timber rafting and driftwood); grab cranes on barges (if there are firewood at the bottom); dragline excavators small sizes buckets.

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Sanitary protection zones (ZSO) of water supply sources and water intake facilities are established in order to ensure their sanitary and epidemiological reliability. The sanitary protection zone for surface sources of water supply should consist of three belts: the first - a strict regime; the second and third - modes of restrictions. 17. ZONES OF SANITARY PROTECTION ON SURFACE WATER INTAKE

slide number 69

Description of the slide:

The territory of the first belt is isolated from access by unauthorized persons, fenced off and landscaped. It prohibits: all types of construction; release of effluents; bathing; watering and grazing; fishing; the use of pesticides and fertilizers for plants. The water area of ​​the first belt is protected by buoys. The boundaries of the first zone of the WSS of a river or canal are established depending on local conditions, but in all cases: upstream - at least 200 m from the water intake; downstream - at least 100 m from the water intake; along the bank adjacent to the water intake - at least 100 m from the water line at its highest level; in the direction from the shore adjacent to the water intake towards the reservoir with a river or canal width of less than 100 m (Fig. 19.1) - the entire water area and the opposite bank 50 m from the water line at its highest level; with a width of a river or canal of more than 100 m - a strip of water area of ​​at least 100 m. The boundaries of the first belt of sanitary protection of a reservoir or lake used as a source of water supply must be: in the water area at least 100 m in all directions from the water intake; along the bank adjacent to the water intake - at least 100 m from the water line at its highest level.

slide number 70

Description of the slide:

The second belt of the WZO includes a water supply source and its supply basin, i.e. all territories and water areas that can affect the quality of the water source used for water supply. The boundaries of the second zone of the WZO should be: upstream, based on the run of water from the boundaries of the zone to the water intake at a water flow rate of 95% security, within a period of three to five days; downstream - at least 250 m from the water intake; lateral boundaries along watersheds. The boundaries of the second belt of sanitary protection of a reservoir or lake are determined based on the duration of the flow of water from them to the water intake for at least five days with top speed currents and taking into account runoff and wind currents. In all cases, the boundaries of the second belt should ensure water quality according to GOST 2761-74 at a distance from the water intake for flowing sources - 1 km upstream, for non-flowing sources and reservoirs 1 km in both directions.

slide number 71

Description of the slide:

The boundaries of the third zone of the ZSO of a surface water supply source should be the same up and downstream of the watercourse or in all directions along the water area of ​​the reservoir as for the second zone. Lateral borders - along the watershed, but not more than 3 - 5 km from the watercourse or reservoir.

slide number 72

Description of the slide:

Depending on the structure of soils, ground flows are divided into categories: 1. non-pressure; 2. pressure. free flow when aquifer saturated with water not to its full height, and pressure flows - when the aquifer is completely saturated, located between two impermeable layers. 18. UNDERGROUND WATER SUPPLY

slide number 73

Description of the slide:

1) Verkhovodka 2) Ground free water 3) Interstratal 4) Under-channel 5) Springs Distinguish origin groundwater: infiltration (seepage through well-filtering rocks of atmospheric precipitation and water from surface sources); condensation of vapors from the air (in deserts); juvenile - from magma vapor (primary formation of groundwater during the formation of the earth's crust). According to the nature of occurrence, the following types of groundwater are distinguished:

slide number 74

Description of the slide:

slide number 75

Description of the slide:

Depending on the specific conditions, the following types of structures can be used to receive groundwater: 1. vertical water intake (well or shaft well); 2. horizontal water intake; 3. combined water intake; 4. radial water intake; 5. Capturing. 19.TYPES OF GROUNDWATER CAPTURE FACILITIES

slide number 76

Description of the slide:

Wells - vertical water intake, is the most common structure for capturing groundwater in various conditions. The depth of the well is determined by the depth and thickness of the aquifer and can range from 5 to 1000 m. Usually, wells up to 150 m deep are used for water supply, less often up to 300 m, very rarely up to 800 m or more.

slide number 77

Description of the slide:

Shaft wells - vertical water intake, is used, as a rule, firstly, from the surface of free-flowing aquifers ( ground water, top water), composed of loose rocks (sands, pebbles), with a thickness of not more than 10 m. They are used for the intake of free-flow waters with a limited depth of their occurrence up to 20 ... 40 m, based on the parameters of machines for making wells. There are any form. Horizontal water intakes - drains, galleries, adits - are arranged to capture water from non-pressure formations with their thickness up to 8 m. Mostly they are located near surface water bodies. Combined water intakes consist of horizontal drains (galleries, adits) with a system of vertical wells connected to them. Structures of this type are advisable to use if, along with the main capturable aquifer, there are deeper pressure waters.

slide number 78

Description of the slide:

Beam water intakes - are waterproof shaft wells with horizontal beams of wells diverging from them. Beam water intakes are arranged at a depth of occurrence of aquifers for 15 - 20m and their thickness is not more than 20m. Shaft wells in this case serve to collect water from horizontal wells. Capturations of sources (springs) are arranged in the form of collection chambers or shallow wells and are used to capture groundwater when it comes out concentrated to the surface in the form of ascending or descending springs.

slide number 79

Description of the slide:

The most common type of intake structure for capturing groundwater is a well or tubular well. Wells are recommended to be constructed when the aquifer occurs at a depth of more than 10 m and its thickness is more than 5-6 m. The wellbore is made of steel casing pipes with a wall thickness of 6 to 12 mm, which are interconnected by couplings on tapered thread. 20. DEVICE OF WELLS. WELL CASING WITH CASING

slide number 80

Description of the slide:

The filter is designed to protect the aquifer from collapse and to pass water without mechanical impurities into the well, without creating, at the same time, high hydraulic resistance. By design features The frame of the working part is made of two types of filters - tubular and rod. Filters on rod frames are recommended for use at well depths up to 200 m. 21. WELL FILTERS

slide number 81

Description of the slide:

Depending on the soil properties, it is recommended to use the following filter designs: 1. In semi-rocky unstable rocks, crushed stone and pebble deposits with a predominant particle size of 30 to 100 mm - frame filters (without additional filtering surface) rod and tubular with round and slot perforations. 2. In gravel deposits and gravelly sand with a particle size of 2 to 5 mm - rod and tubular filters with a water-receiving surface made of wire winding or stainless steel stamped sheet. 3. In coarse sands with a particle size of 1-2 mm - rod and tubular filters with a water-receiving surface made of wire winding, stamped sheet and square weave nets. 4. In medium-grained sands with a particle size of 0.25-0.5 mm - filters with a water-receiving surface made of wire winding and square weave nets. 5. In fine-grained sands with a particle size of 0.1-0.25 mm - filters with a water-receiving surface made of wire winding, galloon weaving nets and with sand and gravel sprinkling.

slide number 82

Description of the slide:

The main equipment of tubular wells: 1. a pump with a motor, 2. electrical equipment, 3. gate valves and check valves, 4. air vents, 5. instrumentation - flow meters (water meters), pressure gauges, devices for measuring the water level in a well. 22. EQUIPMENT OF TUBE WELLS

slide number 83

Description of the slide:

23. HORIZONTAL WATER INTAKETS 1 - a water-gripping device, with the help of which water is taken from the aquifer; 2 - drainage (collector part) - serves to drain water into the catchment well. Structurally, it is a continuation of the water intake part of the water intake, but it is deaf (waterproof); 3 - drainage well (chamber). Usually pumps are placed in the chamber for pumping water to the treatment plant; 4 - inspection and ventilation wells.

slide number 84

Description of the slide:

Horizontal water intakes differ from vertical ones (wells and shaft wells) not only by the nature of their placement in the aquifer and design, but also by the fact that they take water from the reservoir without water-lifting devices by draining water into the catchment chamber by gravity. This is their significant advantage, thanks to which operating costs are significantly reduced. Depending on the hydrological and engineering conditions, the following types of water capture devices can be used: stone-gravel water intake; tubular water intake; drainage gallery; water collection gallery; combined horizontal water intake with wells.

slide number 85

Description of the slide:

Stone crushed stone water intake is used to capture groundwater at a depth of 3-4 m. It is used for water supply of small, mainly agricultural, consumers, as well as for temporary water supply of facilities under construction. A tubular horizontal water intake is used to capture groundwater at a depth of 5-8 m. It is used for water supply to small and medium-sized municipal and agricultural consumers of the second and third reliability categories.

slide number 86

Description of the slide:

Drainage galleries are used to capture groundwater in all hydrological conditions. They are used for water supply of large consumers of the first and second reliability categories. With a depth of groundwater at a depth of no more than 8 meters, the galleries are installed in trenches. At greater depths, tunneling is used. Drainage adits are used to capture groundwater from a depth of more than 8 meters in favorable hydrological conditions. Typically, aquifers in which adits are built are located in the steep slopes of river valleys or are made up of fractured rocks. They are used for water supply of large consumers of the first and second reliability categories.

slide number 87

Description of the slide:

Beam water intakes are called horizontal wells(tubular filters), diverging in the form of rays in the aquifer from impermeable shaft wells (mines). During the construction of radial water intakes, the aquifer is completely or partially cut through by a mine, from which horizontal wells are drilled, radially diverging in the form of rays. The mine serves to collect water from wells. Beam water intakes are arranged at a depth of the aquifer roof of no more than 10 m and a reservoir thickness of less than 20 m. Their use is most effective when taking water from thin aquifers, when vertical water wells turn out to be unproductive, as well as when using infiltration waters (from the river and artificial pools).

slide number 88

Description of the slide:

allocate the following types radial water intakes: a, b - under-channel is located under the bottom of the river (with a shaft on the bank or in the channel); c - coastal - when the radial water intake is located on the shore near the river; d - combined - a catchment shaft and part of the beams on the river bank, and the other part of the beams under the riverbed; e - watershed - when the radial water intake is located at a considerable distance from the power sources.

slide number 89

Description of the slide:

The first ZSO belt is designed to exclude the possibility of accidental water pollution directly at water intake facilities. It is installed around the site where the water intake is located, pumping stations, water treatment plants and tanks. The boundary of the second ZSO belt is set at such a distance from the wells that the time of microbial contamination of water is at least 100-400 days. The boundary of the third belt of the WSS is set at such a distance from the wells that the time for the movement of chemical water pollution to the wells is longer than the time of operation of the water intake, but not less than 25 years. 24.ZONES OF SANITARY PROTECTION OF GROUNDWATER INTAKE

slide number 90

Description of the slide:

Short description document:

In this presentation, various water intake facilities for supplying water to a city or microdistrict are disassembled. The organization of water intake from deep wells is also being considered, by means of various kinds deep pumps. Water intake from various types of reservoirs with preliminary water purification by means of pumping units is considered.

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Ministry of Education of the Republic of Belarus

educational institution

"Belorussian State University transport”

"Ecology and rational use water resources"

Faculty of Civil Engineering

COURSE WORK

in the discipline "Water intake facilities"

on the topic: "Water intake facilities from surface sources"

Completed:

student of group SV-41 Nalegach A.A.

Checked:

assistant Gruzinova V.L.

Initial data

Introduction

1. Selection of the location of the water intake facility

2. Selection of the type of intake structure and definition

conditions for taking water from the source

4. Determining the size of water intake windows

5. Calculation of gravity lines

6. Design and calculation of the head

7. Determination of head loss in the water intake compartment

8. Determining the size of the mesh holes

9. Determination of head loss in the suction compartment

10. Hydraulic calculation of the device for protecting meshes from breakthrough

11. Determining the depth of the source at the installation site of the water intake

12. Designing a coastal well

13. Determination of the parameters and performance characteristics of the main and auxiliary equipment of water intakes

14. Flushing gravity lines

15. Fish protection measures

16. Measures to combat sediment, sludge, fouling and

freezing gratings

17. Organization of zones of sanitary protection of water intake

Conclusion

List of sources used

Introduction

Among many modern industries aimed at improving the standard of living of people, improvement populated areas and industrial development, water supply occupies a large and honorable place.

The complex of structures that carry out the tasks of water supply, that is, the receipt of water from natural sources, its purification, transportation and supply to consumers, is called a water supply system.

The choice of type and design of water intake structures depends on local natural conditions to a much greater extent than all other structures of the water supply system. The main influence on the arrangement of water intakes is exerted by the nature of the natural water sources used: the hydrological characteristics of open reservoirs, the conditions for the occurrence of groundwater.

As for the choice of the source of water supply, for right decision The tasks of designing and building water intake facilities require extensive and detailed surveys: hydrological, geological, hydrogeological, etc. These surveys should not only give confidence in the possibility of uninterrupted receipt of the required quantities of water from the selected source, but also all the necessary information for the design of water intake facilities .

In this course project, it is necessary to design a water intake on a surface water source.

Requirements for water intakes for surface water intake:

Structures must ensure uninterrupted supply of water to the consumer. best quality. The solution to this problem is achieved by the correct choice of their location (in plan and depth), type and design. The location of the structure in the plan should be chosen as close as possible to the consumer, on a stable section of the reservoir, in the area of ​​​​the least pollution of the reservoir (on rivers above settlements, industrial enterprises and wastewater collection points), outside areas of ice jams and heavy sediment movement.

If there are depths near the coast that provide the required conditions for water intake, and with a sufficiently steep coast, coastal-type water intakes are used. They are located on the slope of the coast with water intake directly from the riverbed. In this case, the I lift pumps can be located in a separate building of the pumping station or in the water intake itself. Therefore, there are two types of coastal water intakes - separate and combined.

Shore-type water intakes can have a round, ellipsoidal or rectangular shape, selected depending on the location of the water intake, the conditions of the flow around it by the waters of the river and on the equipment of the pumping station used. The dimensions of the water intake, its main

elements and equipment (grids, gratings, pipes, etc.) are determined partly by hydraulic calculation and partly for design and operational reasons. In addition, the water intake is checked for the action of pressure forces of water, ice and soil (for ascent, for overturning, for shear), as well as for strength under the action of specified loads.

Channel-type water intakes are most often used with a relatively gentle bank, when the depths in the river required for water intake are at a considerable distance from the bank. In addition, with a gently sloping bank, seasonal fluctuations in the water level in the river cause flooding of the bank. And the pumping station should be located outside the flood zone, so the length of the pipes from the place of water intake to the pumping station is very large. Water from the river to the coastal well of the channel water intake, as a rule, comes through gravity pipelines.

Thus, in the course project, it is necessary to solve the engineering problem of designing water intake structures, taking into account the hydrogeological conditions of the water intake area and the requirements for ensuring uninterrupted water supply; select the main and auxiliary equipment; develop measures for fish protection, to combat slush and ice; organize a zone of sanitary protection of water intake.

1. Selection of the location of the water intake facility

The choice of a water intake site should be justified by forecasts of water quality in the source, reshaping of the channel and coast, changes in the border of frozen soils, forecast of the hydrometric regime of the source, etc.

In addition, the following conditions must be taken into account:

- the place of water intake should be chosen on a stable section of the river with sufficient flow and depth;

- the place of water intake should have favorable topographical forms of the coast and the channel;

- the selected section of the channel should not be located on a rift, have sharp local narrowings, drops, rapids;

- it is not allowed to place water intakes within the zones of movement of ships, rafts, in the zone of deposition and movement of bottom sediments, in places of wintering and spawning of fish, in the area of ​​possible accumulation of fin and algae, as well as the occurrence of slugs and congestion.

The water intake must be placed only in the place where there is a real possibility of organizing a sanitary protection zone. The place of water intake for drinking water supply systems should be located upstream of the river from settlements, livestock farms and complexes, above the discharge of wastewater, above the parking of ships, barges. In general, the water intake structure should be located above the places of possible contamination of the water source.

Water intakes cannot be located in the zone of flooding of ground structures with flood waters, in seismic and other areas where landslides are possible, as a result of which structures are destroyed.

To ensure guaranteed reliability of water supply to consumers, water intakes operating in very difficult conditions are located in two separate sections of the source at such a distance from each other that a simultaneous interruption of water supply is excluded.

In this course work, the designed water intake structure is located in the alignment of the river, the profile of which is shown in Figure 1.

2. Selection of the type of water intake facility and determination of the conditions for water intake from the source

Depending on the natural conditions of water supply sources, the requirements of water consumers, the operating conditions of water supply systems, water intake facilities are classified according to the following criteria:

a) by type of water supply source: surface (river, lake, reservoir, sea, canal); underground (tubular and shaft wells, horizontal catchment areas, infiltration water intakes); atmospheric (snowfields, reservoir ponds);

b) by purpose: household and drinking, industrial, agricultural;

c) in terms of productivity: low (less than 1 m 3 / s); medium (from 1 to 16 m 3 / s); large (more than 6 m 3 / s);

d) according to the degree of reliability of water intake from the source;

e) according to the category of reliability of water supply to consumers;

f) according to the layout of the main elements: combined, separate, combined;

g) according to the location of the water intake: coastal, channel, bucket;

h) according to the method of water intake: deep, bottom, surface, infiltration, combined;

i) according to the degree of stationarity: stationary, mobile;

j) by service life: permanent, temporary.

In this course work, a water intake structure is designed from a surface source for domestic and drinking water supply. The degree of reliability of water intake from the source is 1, which implies an uninterrupted intake of the estimated water flow. The category of reliability of water supply to consumers is 2. Under such conditions, it is permissible to reduce the water supply by no more than 30% of the calculated flow rate for a period of up to ten days. A break in the water supply is allowed for no more than 6 hours.

Depending on local geological conditions, the productivity of the water intake structure, the depth of the source, the amplitude of fluctuations in water levels, a separate layout or a combined layout of the main elements of the water intake is adopted. Since in this course work a channel-type water intake of low productivity is designed, under favorable geological conditions, as well as with an amplitude of fluctuations in the water level in the source of 5.0 m, we accept a combined type of layout.

Since the content of suspended solids is 2.4 kg / m 3, the channel and shore are stable, sediments, ice are present, the ice thickness during freeze-up is 0.49 m, the water speed in the river is 0.8 m / s, then the water intake conditions are difficult .

Based on the conditions of water intake (heavy) and the reliability category of water intake (II), we accept the following scheme of water intake facilities: a sectioned water intake, but having two or more separate water intakes equipped with means to combat sludge, sediment + flooded water intakes remote from the coast and inaccessible for servicing in certain periods of the year (scheme b2).

According to the method of water intake, we accept deep water intake.

According to the degree of stationarity - stationary, since the water intake is always in one place.

According to the method of operation - a constant water intake, since the settlement is provided with water.

3. Determination of water intake performance

The main parameter of the normal operation of the water intake is its performance. At the same time, it is necessary to take into account the consumption of water supplied to consumers and the amount of water for the own needs of water intake.

, (1)

where Qv is the estimated water consumption, m3/h;

rsn - water consumption for own needs of water intake and water treatment facilities as a percentage of Wmax (3-8% depending on the water quality of the source used and the method of its treatment),%;

Wmax is the volume of water supplied from the considered source to consumers on the day of the highest water consumption, m3;

t is the estimated duration of the water intake on the day of the highest water consumption (24 hours).

m 3 / h \u003d 0.69 m 3 / s.

We accept 2 sections of water intake. When calculating water intake openings, it is assumed that under normal conditions all sections of the water intake work. At emergency situations on one of the sections, the load of water intake, reduced to acceptable limits, is distributed equally between the sections remaining in operation. Based on this, the estimated water consumption, m 3 / s, for each section is

(2)

Where n- number of sections, for water intakes of low productivity n = 2.

.

Emergency flow, m 3 / s, through the water intake in case of failure of one section

, (3)

where shav is a coefficient that allows a decrease in water supply to consumers during an accident in the public water supply system (shav \u003d 0.70)

Since the productivity of water intake Q c \u003d 0.69 m 3 / s, which is less than 1 m 3 / s, then the water intake is of low productivity.

4. Calculation of gravity lines

4.1 Selection of the diameter of gravity lines

The estimated water flow in each line is equal to the flow in one section of the water intake Q s.l. = Q c \u003d 0.345 m 3 / s.

The diameter of gravity lines is determined by the formula

, (4)

Where v s.l - the recommended speed of water movement in gravity lines, it depends on the diameter.

For reliability category II with a pipeline diameter of 500 to 800 mm, the recommended speed of water movement in the line is 1.5 - 2 m / s. Calculate the diameter of the gravity line, assuming the speed v s.l \u003d 1.75 m / s.

We accept the diameter of gravity lines d s.l = 500 mm. Let's refine the speed using formula (5) and see if it falls within the range of recommended speeds.

; (5)

The design speed falls within the recommended range, but it must also be no less than non-silting.

Calculate the non-silting speed using the formula

, (6)

where c is the concentration of suspended particles in water, c \u003d 2.4 kg / m 3;

w - weighted average hydraulic fineness of suspended particles in the source water (taken depending on the average particle size of the suspension according to ), w = 0.0792 mm/s = 0.0000792 m/s;

u is the rate of precipitation of particles of suspension in the flow, m/s, is determined by the formula

, (7)

Where C- Shezy coefficient for flow in a gravity line, m 0.5 / s;

v p is the speed of water flow in the line, v p = 1.0 m/s;

u= 0.07 1.0 = 0.07 m/s;

The calculated water velocity in the line is greater than the non-silting one (1.75 m/s > 0.204 m/s).

4.2 Calculation of pressure losses in gravity lines

Head loss in a gravity line having a smooth diffuser inlet, a conventional direct outlet and a gate valve, under normal conditions of the water intake

, (8)

where is the coefficient of hydraulic resistance of gravity lines, s 2 /m 5, we take = 0.08 s 2 /m 5;

l s.l - gravity line length, m; l s.l = 42 m;

o in, o s, o out - resistance coefficients at the inlet, valve and outlet, respectively, equal to 0.15; 0.11; 1.0;

w s.l - area cross section gravity line, equal to

.

Then the head loss in the gravity line

In forced mode

, (9)

4.3 Flushing gravity lines

The diameter of gravity water intake lines should provide the possibility of hydraulic removal of sediments deposited in them by direct or reverse flushing of the lines by water-air, impulse and other methods.

At direct way flushing gravity lines between the water source and the coastal water intake well, a certain difference in water levels is created by pumping it out of the well with the gravity line valve closed for some time. Then the valve of this line quickly opens, and the water rushes along it at high speed into the coastal well, carrying all the deposits into it.

At backwash gravity lines, they are connected by flushing lines to pressure pipelines of the pumping station of the first lift. The diameter of the flushing lines is taken from the condition of ensuring the flow rate in the flushed lines is 1.5 ... 2.0 times greater than the calculated water velocity in them.

The considered methods usually wash gravity lines of small (up to 300 ... 350 mm) diameters. Flushing of lines of medium (350...600 mm) and large (more than 600 mm) diameters is usually carried out by water-air or impulse methods. For this in intake well a hermetically sealed shutter is installed at the outlet of the gravity line (Figure 2) 1 . Before it, a pressure column is connected to the line 3 6 ... 8 m high and 1.5 ... 3 times larger than the diameter of the flushed line itself. At the top of the column with a nozzle 4 a vacuum pump is connected to create a vacuum in it. If the shutter is closed on the gravity line during its flushing 1 and create in the pressure column 3 vacuum, the water in it rises to the level corresponding to this degree of rarefaction. When the vacuum is broken in the column, the raised water in it rushes into the gravity line and flushes it with a reverse current . It also flushes the head of the structure and the grilles or filter cassettes installed on it.

Flushing of gravity lines in a pulsed manner can also be carried out by supplying them with compressed air from a pressure column. To do this, a special quick-opening valve is installed on the pipe connecting the column to the gravity line. 2. If you pump into the pressure column compressed air and then quickly open the valve 2, then with the shutter closed 1 water and air will rush along the gravity line to the head of the water intake structure. At the same time, the speed of movement of the water-air mixture is so high that the movement becomes turbulent, and the suspensions deposited in the lines are well stirred up. The high washing effect of gravity lines is achieved by the fact that the compressed air in them plays the role of a washing ball or ball. It presses the water down, the area of ​​the living section of the water flow decreases, and the flow begins to move at high speed. Moreover, this movement has an impulse character and contributes to an increase in the self-cleaning ability of the lines. As a result of such washing, grates, cassettes and filtering dustings of the water intake heads of the structures are simultaneously cleaned.

Figure 2 - Scheme of installation of equipment for washing gravity lines

In all cases, the flow rate of water or water-air mixture when washing gravity lines should be

, (10)

Where d h is the diameter of the suspended particles deposited in the line of washed-out particles,

d h = 0.72 mm.

5. Determining the size of water intake windows

5.1 Calculation and selection of gratings

Lattices are installed on the water intake openings of the water intake and serve to retain large litter. The required area of ​​the water intake holes of each section, m 2, is equal to

(11)

where 1.25 is the coefficient taking into account the clogging of the gratings of water intake holes;

K - coefficient characterizing the constraint of the dimensions of these holes by the bars of the lattice;

V is the recommended flow velocity in the openings of the grating of the water inlet, m/s, we take v = 0.25 m/s.

Coefficient value TO is determined by the formula

(12)

Where a is the distance between the grating rods in the light (lattice clearance), a = 50 - 100 mm, we take a = 60 mm;

C is the thickness of the lattice rods, c = 8 - 20 mm, we take c = 10 mm.

According to the obtained value of the area of ​​​​the water intake window, a typical lattice with the main window dimensions of 1250 × 2000 mm, area m 2 is adopted (table 5,). The main dimensions of removable flat gratings are shown in Table 1.

Table 1 - Main dimensions of removable flat gratings

Water intake window dimensions, mm	The main dimensions of the grating, mm	Lattice weight, kg

5.2 Determination of pressure losses in gratings

When water passes through various devices, including the grate, pressure losses occur, therefore, the water levels in the source, water intake and suction compartments will be different. To calculate the head loss, you need to know the resistance coefficients of these devices.

The drag coefficient of an uncontaminated grating is equal to

(13)

Where k1 is a coefficient that takes into account the profile of the section of the rods and is taken equal to 0.25 for the rods round section;

a - the distance between the lattice rods in the light, we take a = 60 mm;

c is the thickness of the lattice rods, we take c = 10 mm;

c - the size of the section of the lattice rod in the direction of flow around it (the height of the section of the rod) for rods rectangular section or diameter for rods of round section, mm, we accept rods of round section, in = c = 10 mm;

b - the angle of inclination of the grid to the horizon, for public water intakes b = 90°.

The coefficient of resistance of the contaminated grating w s.r., is equal to

(14)

Where Kz is the coefficient of the maximum grating contamination, Kz = 1.5;

Кр is the calculated grating contamination factor, Кр = 1.25.

The coefficient of hydraulic resistance according to the water flow rate of a clean lattice g p, s 2 / m 6, is equal to

(15)

The coefficient of hydraulic resistance according to the water flow rate of the contaminated grate g w.r., s 2 /m 6, is equal to

(16)

head loss, h R, h z.r, m, during normal operation of the water intake for a clean and contaminated grate, respectively, are

(17)

(18)

In emergency operation for a clean grate head loss h r.av, m, make up

5.3 Determination of water levels in the receiving compartment

Taking into account the pressure loss in the grid, the water level marks in the water intake compartment can be determined by the formulas

Minimum:

1) when working clean grate

3) in case of an accident

Maximum:

1) when working clean grate

2) when working with a dirty grate

3) in case of an accident

6. Determining the size of the mesh holes

The openings between the water intake and suction compartments have removable flat or stationary rotating screens. Flat removable meshes are installed at water intakes with a capacity of up to 1 m 3 / s, taking water from sources with little pollution by suspended solids and plankton, and stationary rotating ones - at water intakes of medium and high productivity (more than 1 m 3 / s). With significant water pollution by suspensions and plankton, rotating grids are also installed at water intakes of lower productivity.

We accept removable flat nets, since the water intake conditions are average, the supply reliability category is II, the water intake is of low productivity.

6.1 Selection of planar meshes

The area of ​​mesh holes is calculated by formula (4).

The coefficient of constraint of mesh holes by mesh wire is determined by the formula

Where d is the diameter of the mesh wire, 0.1 - 1.5 mm, we take d = 0.5 mm;

a - the size of the grid cells in the light, mm, is selected in accordance with the diameter of the extracted particles, a = 2 mm.

The speed of water in the cells of the grids is taken depending on their design: for flat ones - 0.2 ... 0.4 m / s, for rotating ones - 0.8 ... 1.2 m / s.

Taking into account the fact that in the forced mode, the water velocity in the grid cells should not increase by more than 1.2 times compared to the permissible one, we take the maximum value for flat grids equal to 0.33 m/s for calculation.

Then the area of ​​mesh holes

Accept standard size blocked hole - 1000×1250 mm, hole area m 2. Outer mesh dimensions: H = 2130 mm, L= 1630 mm.

6.2 Determination of head loss in flat meshes

The flow resistance coefficient of the grid is determined by the formula

where g o.s - specific hydraulic resistance of the grid, is determined depending on the number of the grid according to; for the accepted grid g o.s = 0.044 s 2 /m.

Head loss in an uncontaminated grid during normal operation of the water intake

When the mesh is extremely dirty ( TO h \u003d 1.5) head loss in the grid

With forced operation of the water intake

6.3 Determination of water levels in the suction compartment

Estimated marks of water levels in the suction compartment:

Minimum:

1) when working net mesh

3) in case of an accident

Maximum:

1) when working net mesh

2) when working with a dirty grid

3) in case of an accident

7. Determining the depth of the source at the installation site of the water intake

The dimensions of the water intake windows of the water intake are determined based on the need to ensure the required reliability of their operation in winter and spring periods of the year. In order to prevent bottom sediments from entering the water intake, the lower edge of the water intake windows should be located at least 0.5 m above the bottom of the water source channel (Figure 2). The threshold formed in front of the entrance windows is necessary to delay the sediments falling here.

a - in winter period; b - c summer period

Figure 2 - Design conditions for the operation of water intake devices

To provide normal conditions water intake, the upper edge of the water intake windows should be at least 0.2 m below the ice cover and 0.3 m below the wave trough in the water source (we take 0.3 and 0.4 m, respectively).

Depth of the source at the location of the water intake in winter H u, m, is determined by the formula

Where Nok is the height of the intake windows of the water intake, Nok = 2.0 m;

0.9 - coefficient characterizing the density of ice and the depth of its immersion in water;

Hl - ice thickness, hl = 0.49 m.

The depth of the source at the location of the water intake in the summer, m, is determined by the formula

Where h c - half-wave height, h c = 0.28 m.

We accept the depth of the source at the installation site of the head H and = 3.08m.

Marking the bottom of the source at the location of the head Z d, m, is equal to

8. Design and calculation of the head

When designing channel-type water intakes, gratings are arranged at the entrance to the cap.

Header type? reinforced concrete socket protected with lateral water intake.

Flooded intake heads of water intake structures are exposed to gravity G, weighing forces R and hydrodynamic F water pressure. They are in a state of static stability only when the coefficients of their stability for shear and overturning are not less than the normalized ones, and the bottom of the water source channel around the tip is not washed out.

Where f- coefficient of friction of the sole of the tip along its base; taken equal to 0.45 when the friction of concrete on sand;

X G, y F, X R- shoulders of forces acting on the head of the structure relative to the point of its capsizing;

|To sdv |, | TO def | - allowable coefficients of static stability of the heads, respectively, for shear and overturning, taken equal to 1.1 ... 1.4;

v f - the actual speed of the bottom current of the flow in the area of ​​the tip location, taking into account the restriction of the water source cross section by it, m/s;

v add - admissible at a given state of the bottom of the water source, the speed of the non-erosive flow, m / s.

Force G, N, is found by the formula

G = gm = g? With V og, (42)

Where m- head mass, kg;

c is the density of the material of the head elements, kg/m 3 ;

V og - the volume of the head.

The volume of the head is determined minus the water intake windows and the diffuser, that is, we calculate the volume of the material from which the head is made. Head body material - reinforced concrete, loading - granite crushed stone. Then formula (39) takes the form

G = g( w/w · V w/w + from loading V zagr), (43)

where with w / w, with load - average density reinforced concrete and bulk density of granite crushed stone, respectively; with reinforced concrete \u003d 2500 kg / m 3,

with load = 1500 kg / m 3;

V w / w, V load - the volume of the reinforced concrete building and load, respectively;

V w / w \u003d 25.54 m 3, V load = 4.19 m 3.

Then the head volume

V og = V w/w + V load \u003d 25.54 + 4.19 \u003d 29.73 m 3. (44)

G\u003d 9.81 (2400 25.54 + 1500 4.19) \u003d 662969.61 N.

head weighing force R, H, located on well-permeable soils, is determined by the formula

R = g from to V og; (45)

where c in is the density of water, c in \u003d 1000 kg / m 3.

R= 9.81. 1000 . 36.7=360027 N.

Force F, N, hydrodynamic effect of the flow on the head

where w is the drag coefficient of the tip to flow, equal to 0.6 for a rectangular tip profile;

u - the cross-sectional area of ​​that part of the head that perceives the hydrodynamic pressure of the flow (located above the bottom plane of the source perpendicular to the flow of the part of its vertical section), u = 19.44 m 2;

v- the speed of the flow on the head, taken equal to the calculated speed of the flow of water in the source, v= 0.8 m/s.

Shoulder at F strength F relative to the point ABOUT (Figure 4) is taken equal to h f + 0.6 h, based on the condition of uneven distribution of flow velocities along the vertical.

Figure 4 - Scheme of forces acting on the head of the channel water intake

Thus, the shoulders of forces have the following meanings: X G= 3.2 m, y F=1.62 m, X R= 2.7m.

The stability of the water source bed at the location of the tip is checked by condition (38). Wherein v add is determined by the formula

Where v add is the speed of the bottom flow after the creation of the structure, m/s;

H- the depth of the flow at the structure, H= 2.7 m;

d is the average diameter of sediments at the bottom of a stream or rock bed support, d= 0.78 mm;

u- source water quality coefficient, taken equal to 1.0 for flows with sediments in a colloidal state;

with oh с в - density of bottom sediments and water, respectively; with o \u003d 2.2 t / m 3,

with in \u003d 1.0 t / m 3;

n- flow overload coefficient, determined by the formula

With- tensile strength of soils of natural composition, determined by the formula

k- coefficient characterizing the probability of deviation of the soil cohesion index from the average value, k = 0,5;

Condition (41) is met (0.78 m/s< 1,9 м/с), значит, устройства вокруг сооружения специального закрепления грунта не требуется.

9. Hydraulic calculation of the device for protecting meshes from breakthrough

A valve-type device is used to protect the grids from breakthrough. At the same time, installation of one such device is provided in each section of the water intake. The valve diagram is shown in Figure 3.

1 - branch pipe; 2 - control valve; 3 - transported cargo.

Figure 3 - Scheme of an automatically operating valve to protect grids from breakthrough

The throughput of such a device, m 3 / s, is

The flow rate of the device is

The device local resistance factors include the resistance at the flow inlet to the nozzle, the flow turn by 45° and the flow outlet under the device valve.

The resistance at the flow inlet to the branch pipe W in = 0.5.

Coefficient of local resistance when turning by 45° w n = 0.35.

Coefficient of local resistance at the exit of the flow under the valve

devices w out = 10.

Value 2 g g 0 l u 2 is insignificant in comparison with u f m, so it can be neglected.

The required diameter of the device is determined, m, by the formula

Where h pr - limiting pressure loss during the passage this device, m, 0.2 - 0.3 m, we accept h pr \u003d 0.2 m.

The resulting value is rounded up to the nearest larger standard diameter. We accept the required diameter of the device mm.

10. Determination of the parameters and performance characteristics of the main and auxiliary equipment of water intakes

The main equipment of water intakes from surface sources includes grids, grids, pumps, gates and flushing devices. Auxiliary equipment are hydraulic elevators for pumping sediment from water intake chambers, compressors, vacuum pumps, drainage pumps, lifting equipment, grate heating equipment, mesh washing devices, gratings, gravity lines, etc.

The parameters of the main pumps are determined based on the required reliability of water supply to the treatment plant. The number of pumping units is taken equal to:

We accept 1 worker for each section and 1 reserve.

The pump head is determined by the formula

			mark of the point of outflow of water from the conduit at the treatment plant, taken equal to the mark of water in the mixer of the treatment plant, m, equal to m;
			the minimum mark of water in the suction section of the water intake, equal to m;
			coefficient of specific hydraulic resistance of one line of the conduit, s 2 /m 6, s 2 /m 6, s 2 /m 6;
			the length of the pressure and suction conduit, respectively, m, m;
			the number of threads in the conduit, equal to 2;
			water intake capacity, m 3 /s, equal to 0.69 m 3 /s;
			free pressure on the spout from the conduit, m, 0.5 - 1.0 m, we accept m.

According to the estimated head (m) and the flow rate of each section in emergency mode (m 3 / s), we select the brand of pumps, the diameter of the suction and pressure lines.

We accept a pump of the D2000-21 brand, the flow is 0.48 m 3 / s, the head is 21 m, the speed of the impeller n\u003d 960 rpm, pump power 132 kW, pump efficiency 83%, permissible vacuum suction height is 5 m, impeller diameter 525 mm.

The diameter of the suction and pressure lines, m, by , is determined by the formula

For the suction pipeline, mm, is equal to

For the suction pipeline, we take mm.

Transforming formula (53) we obtain an expression for determining the actual speed

Substituting the values ​​of the proposed diameter, we obtain the value of the actual speed

The diameter of the pressure pipeline, m, is equal to

For the pressure pipeline we take mm.

Elevation of axes of the main pumps, m, taken no higher

The water consumption for washing the grids, m 3 / s, is determined by the formula

The total water consumption for washing the water intake grids does not exceed 2% of its design capacity. The water consumption for washing does not exceed, therefore, hydraulic methods of mesh regeneration are economically viable.

Hydraulic elevators for pumping out sludge and deposited in receiving chambers suspensions are selected according to their calculated capacity and head H.

The productivity of the hydraulic elevator, m 3 / h, is determined by the formula

The mass of suspended solids extracted from water by nets, kg/day, is determined by the formula

Productivity of hydraulic elevators, m 3 / h

The pressure of the hydraulic elevator is the sum of the geometric height of suspensions and pressure losses during their transportation from the place of deposition to the place of storage. The pressure of the working flow of water in the hydraulic elevator, m, must be at least

The head of the hydraulic elevator, m, is determined by the formula

where is the floor mark of the ground part of the coastal well, m, equal to 118.2 m.

The water flow rates of the working flow of the hydraulic elevator, m 3 / h, and the total flow in the suspension pumping system at the outlet of the hydraulic elevator, m 3 / h, respectively, are

Substitute numerical values

The parameters of vacuum-compressor equipment used for washing gravity lines and blowing water intake grates are determined in accordance with the dimensions of these lines, as well as based on the area of ​​water intake windows and the estimated intensity of grating blowing, equal to 0.1 - 0.2 m 3 / s per 1 m 2 windows.

The type and parameters of lifting equipment depend on its purpose and the required lifting capacity. Cats and hoists are used to service gratings. Hoists are used if raising and lowering the element being serviced is required; if it is necessary to move the element in a certain direction, crampons and hoists are used.

The carrying capacity of crampons and hoists is taken on the basis of the need to overcome the gravity of the gratings and the force of their friction in the grooves. The load capacity of these devices is found by the formula

For installation and dismantling of light-weight pumping equipment, gate valves, check valves etc., hoists and crane beams are used. They provide the movement of goods, both vertically and horizontally. The load capacity of these devices is determined by the mass of the largest mounting unit. Large assembly units are mounted using overhead cranes. They are used at high-capacity water intakes using powerful pumping units.

When choosing the type of lifting devices, the possibility of using them to remove mounting units from vehicle and delivering them to the place of installation. For this purpose, a system of mounting hatches is arranged in the ceilings of water intake structures, and doorways are installed in the walls for supplying mounted elements to the water intake building by automobile or other means of transport. To do this, at water intakes of small capacity, it is possible to bring lifting devices outside the water intake building.

Particular attention at communal water intakes should be given to their main pumping equipment, which pumps water from the source to the treatment plant. The frequency of changing the water supply by this equipment usually does not exceed 2. In this case, the change in supply is carried out only on characteristic days. The pressures, due to significant fluctuations in the water level in the source and relatively large fluctuations in the geometric height of the rise of water, change more intensively. This affects the choice of the type of pumps for water intake facilities and methods for regulating their supply. In almost all cases, when choosing pumping equipment for water intake facilities, preference should be given to pumping units with steeply falling operating characteristics.11. Fish protection measures

The problem of fish protection during the operation of water intake facilities is no less complex than many other problems of water intake, and requires a scientific approach. The design and construction of water intake structures should always take into account protection from fish, and fish protection devices should be considered as integral elements of water intakes. At present, no project of a water intake structure can be approved and accepted for construction without agreement with the fish protection authorities, while, of course, agreement is possible only if the project provides for fish protection structures and measures. The issues of economic justification for the design of fish protection devices should be considered, as well as the issues of economic justification for the design of other parts and devices of water intake structures, by comparing various constructive solutions and choosing the most efficient and economical.

Of the existing water intake facilities, filtering, combined, deep water intake facilities, as well as river channel water intakes with flooded heads, provide the most complete protection for fish, if the speed of the river flow around them is more than 3 times higher than the speed of entry into water intake openings. The entry of fish into infiltration water intakes is completely excluded. For such water intakes, as well as water intake structures of low productivity, in which trash-retaining grids for the period of migration of juvenile fish are replaced by nets with a sufficiently small mesh size with periodic flushing with a reverse flow of water, additional fish protection devices can not be provided.

For all other water intakes arranged on rivers, lakes, reservoirs of fishery importance, appropriate fish protection devices should be provided. Currently, fish protection devices of three groups are used in the water intake area: mechanical, hydraulic and physiological.

The first group includes: mechanical obstacles for detaining fish in the way of their movement in the form of mesh sheets, blinds or filters, etc. water intakes, mesh barriers - flat meshes, flat meshes with fish diverters and mesh drums.

The group of hydraulic fish barriers includes: jet-guiding devices, with the help of which hydraulic conditions are created in watercourses to direct the movement of fish near hydraulic structures, as well as pits, blinds and fenders.

The group of physiological fish barriers includes systems that serve to detain fish by forming electric, light and sound fields in the water, curtains of air bubbles, etc. These barriers are based on scaring away fish from a water intake due to unpleasant sensations caused by various stimuli .

In our country, mechanical and electrical barriers are mainly used. Abroad, there are cases of using hydraulic barriers such as blinds, as well as barriers in the form of light fields, curtains of air bubbles. The problem of effective and reliable protection of fish, especially in large water intakes, has not yet been sufficiently resolved. Such factors as sound, light, the field of air bubbles are poorly studied, there are almost no data on the use of complex methods for fish protection.

In this course work, we use physiological fish barriers that serve to detain fish by forming curtains of air bubbles in the water.

12. Measures to combat sediment, sludge, fouling and

freezing gratings

The main means of combating slush and ice are the correct choice of the location of water intake facilities and the type of water intake and its structural elements. In addition, such common means as straightening the riverbed at the location of the water intake or changing the dynamic state of the flow by arranging various kinds of jet-guiding dams and structures directly at the water intake are effective. However, methods of channel regulation should be applied only when there is no natural place on the river section that provides sufficiently reliable conditions for water intake. As the practice of construction and operation of water intake facilities indicates, it is better to adapt to the natural regime of the river than to change it.

Another fairly reliable general means of protecting water intake structures from sludge is to provide very low rates of water inflow into their intake openings. At the same time, the more intense the formation of sludge in river water, the lower should be the speed of its inflow (0.05 - 0.01 m/s). However, not in all cases it seems possible to increase the area of ​​the inlets to such an extent as to achieve the indicated velocities (in particular, at high productivity of water intakes).

Other means and methods of protection of water intake facilities from bottom ice and sludge to a large extent depend on the specific conditions of the river's slush-ice regime, the productivity of water intake, the required degree of reliability, the category of water intake and supply. With a small amount of sludge in the river and a low productivity of water intake, sufficiently reliable means can be: the use of trash grids made of hydrophobic materials or metal rods with hydrophobic coatings; the use of special water intake devices (heads) of the filter type: wooden knitted, reinforced concrete structures VNIIVodgeo, etc.; the use of floating fencing devices (sludge breakers) in the form of shovels in combination with low rates of water inflow into water intake openings.

With an average amount of sludge in the river and a small and medium productivity of water intakes, all of the above can be used to protect water intake facilities in combination with duplication of water intake devices (heads) located at a distance that excludes the possibility of a simultaneous interruption of water intake. For water intakes of medium and high productivity, under these conditions, electric heating of the rods of trash grates or heating of water masses directly in front of the water intake inlets with steam or warm water should be used. Naturally, the latter is economically feasible only if the water intake has excess steam or warm water. They heat grids at water intakes of coastal type and are practically not used in channel water intakes due to the inaccessibility of inlets in winter time. For reliable operation, channel water intakes must be equipped with flushing devices that allow at any time to free gravity or siphon conduits and head grates from sludge and litter.

At in large numbers sludge in the river and small and medium productivity of water intakes, the same protection methods can be used as with an average amount of sludge, but with the condition that water is taken in two sections located at a distance that excludes a simultaneous interruption in the water supply. The performance of each of these water intakes should be taken for the first category of reliability 75%, for the second category of reliability 50% of the calculated flow. With a large, and sometimes even an average productivity of water intake, it is advisable to arrange water intake buckets that guarantee reliable protection water intake from sludge and bottom ice.

Widely used in the practice of protecting water intakes from sludge, electric heating of gratings is carried out electric shock voltage 50 - 150 V. For this, gratings made of strip or round steel are converted into rheostats. The power spent on electric heating of gratings varies between 3.5 - 8 kW / m3 of water or from 1 to 8 kW per 1 m2 of grating surface. Estimated steam consumption for grating heating is 0.15 - 0.2 kg per 1 m3 of water.

In this course work, electric heating gratings, for this, the required voltage according to the calculation is applied to the rods. The current passing through the rods heats the grate, and plugging with sludge is excluded.

1 3. Organization of zones of sanitary protection of water intake

Zones of sanitary protection of water supply sources and water intake facilities are established in order to ensure their sanitary and epidemiological reliability. The organization and maintenance of sanitary protection zones in our country is regulated by the “Regulations on the Design of Sanitary Protection Zones for Centralized Water Supply and Water Sources”, approved by the State sanitary supervision. The requirements of the "Regulations" are mandatory for all organizations designing, building and reconstructing water supply systems, and for all water supply companies. water intake water supply fish protection

The zone of sanitary protection of a surface source of water supply is a specially allocated area covering the used reservoir and partly its supply basin. A regime is established on this territory that ensures reliable protection of the water supply source from pollution and the preservation of the required sanitary qualities of water. The boundaries of the sanitary protection zone and the list of measures for the sanitary improvement of the territory of the zone are established by the project of the sanitary protection zone. The design of the sanitary protection zone is an integral part of every water supply project, without which it cannot be approved. They draw up a draft of the sanitary protection zone on the basis of thorough surveys on the ground, primarily sanitary and hydrogeological, which make it possible to find out the sources of nutrition of the reservoir intended for use and possible sources of pollution. The design of the sanitary protection zone is coordinated with the bodies of the State Sanitary Supervision and approved by the same organizations that approve the design of the water supply system.

The sanitary protection zone for water supply sources in general and surface ones in particular should consist of the first and second belts, and for water intake facilities - from the first belt.

The first belt (strict regime belt) covers a part of the used reservoir at the place where water is taken from it and the territory where the water intake facilities are located. The territory of the first belt is isolated from access by unauthorized persons, fenced off and landscaped. It is prohibited: all types of construction, the release of wastewater, bathing, watering and grazing, fishing, the use of pesticides, organic and other species for plants mineral fertilizers. Such a territory is planned with the organization of the diversion of surface runoff beyond its boundaries. The water area of ​​the first belt should be fenced with buoys.

The boundaries of the first zone of the sanitary protection zone of a river or a water supply canal are established depending on local sanitary-topographic and hydrological conditions, but in all cases should be:

- upstream - at least 200 m from the water intake;

- downstream - at least 100 m from the water intake;

- along the bank adjacent to the water intake - at least 100 m from the water line at its highest level;

- in the direction from the shore adjacent to the water intake towards the reservoir with a river or canal width of less than 100 m - the entire water area and the opposite bank 50 m wide from the water line at its highest level; with a width of a river or canal of more than 100 m - a strip of water area with a width of at least 100 m.

The boundaries of the first zone of the sanitary protection zone of a reservoir or lake used as a source of water supply are established depending on the sanitary-topographic, hydrological and meteorological conditions; in the water area in all directions - at least 100 m from the water intake; along the bank adjacent to the water intake - at least 100 m from the water line at its highest level.

At water intakes of bucket type, the entire water area of ​​the bucket is included in the boundaries of the first belt.

The second belt of sanitary protection includes a water supply source and its supply basin, i.e. all territories and water areas that can affect the quality of the water source used for water supply. The territory of the second belt is determined mainly by the corresponding watersheds. Within the second zone of the sanitary protection zone, a number of recreational activities should be provided and a number of restrictions indicated economic activity in order to protect the source of water supply from an unacceptable deterioration in the quality of water in it.

The boundaries of the second belt of the river or canal, which are the source of water supply, are established taking into account the sources of pollution of the reservoir - persistent chemicals:

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water intake facility

water intake, a hydraulic structure that draws water from a source of supply (rivers, lakes, reservoirs, etc.) for the purposes of hydropower, water supply, irrigation, etc. must ensure the passage of water into the conduit (canal, pipeline, tunnel, etc.) in a given quantity, of proper quality and in accordance with the water consumption schedule.

V. s. hydroelectric power stations (often called water receivers) are built mainly on rivers, are part of a hydroelectric complex, and are subdivided into two main types: low-pressure and deep-seated. Low-pressure V. with. ( rice. 1 ) are built on mountain rivers and take water from the pools, supported by dams of relatively small height (6-10 m). When there are large fluctuations in the water level in the reservoir, deep water systems are used, which, depending on the natural conditions of the area and the layout of the elements of the hydroelectric complex, can be dam or coastal ( rice. 2 ) or tower type. Tower V. with. It is a stand-alone tower, usually having several water intake holes at different heights in the upper pool and connected to the shore (dam crest).

V. s. water supply systems (water intakes) are classified according to the type of source (river, reservoir, lake, sea, etc.). From river V. with. the most common: coastal, channel, floating, bucket. In addition, they can be combined with pumping stations (See pumping station) of the first lift or installed separately from them. Coastal V. with., used on relatively steep river banks, is a concrete or reinforced concrete well large diameter carried by the front wall into the river. Water enters it through holes protected by gratings, and then passes through meshes that carry out rough mechanical cleaning water. Channel V. with. are usually used with a gently sloping coast, have a head extended into the riverbed ( rice. 3 ). Head designs are very diverse. From the head, water is supplied through gravity pipes to the coastal well; the latter is often combined with pumping station first lift. Floating V. with. - this is Pontoon or Barge, on which pumps are installed that take water directly from the river. Water is supplied to the shore through pipes (with movable joints) laid on the connecting bridge. In bucket V. with. water comes from the river first into a ladle (artificial bay) located near the shore, at the end of which the water supply itself is located. The bucket is used for settling sediments, as well as for dealing with ice interference - slush and deep ice.

Irrigation V. with. there are damless and dammed. Besplotinnoe V. with. is an artificial channel (channel) that departs from the river at a certain angle and takes part of the flow rate of the watercourse ( rice. 4 ). To limit the possibility of bottom sediments entering the irrigation canal V. s. they are located on the concave bank of the river, due to which the surface jets, less saturated with sediments, are directed to the water intake, and the bottom jets deflect the sediments into the riverbed. With an unstable river bed and significant flow rates, to ensure the intake required amount water, in the head part of the damless V. with. a spur water intake (spur) is arranged, usually made from local materials (stone, brushwood). At significant costs, dam windings are used. (surface and deep), which are part of the hydroelectric complex and are equipped with flushing devices, gratings, gates, a sump for retaining suspended sediments. In a constructive sense, dam V. with. for irrigation purposes are similar to water intakes used in hydropower.

Lit.: Special water intake structures, M., 1963; Abramov N. N., Water supply, M., 1967; Grishin M. M., Hydraulic structures., M., 1968.

N. N. Abramov, V. A. Orlov.

groundwater intake, hydraulic structures for capturing groundwater and supplying it to water supply, irrigation and other water management systems. The choice of a site for laying a groundwater intake is determined by the geological and hydrological conditions of the area (including the water abundance and the depth of the aquifer level), the distance from the places of water consumption, etc. The operation of water intakes is carried out using capturing devices (see Groundwater capturing). Depending on the conditions and purpose, they are divided into: vertical, horizontal and captures of natural outlets - sources. Vertical water intakes are constructed in the presence of a relatively deep occurrence of aquifers, both free-flowing and pressured waters. Structurally, vertical water intakes are divided into boreholes and shaft wells. Boreholes are the most versatile and technically more advanced type of water intake. They have a fairly high performance and most fully comply with sanitary requirements. Mine wells can be laid in aquifers with a free surface (earth) and in pressure aquifers (artesian) up to a depth of 100 m. If the water intake structures cross the aquifer to its full capacity, they are called perfect, in the case when they are only partially buried in the aquifer and do not reach the aquiclude, they are called imperfect. Shaft wells are built mainly to meet the small needs of water consumers. For a more complete capture of groundwater, beam water intakes are used - a combination mine well with horizontal boreholes laid in different directions of the aquifer. Horizontal water intakes are subdivided into: trench, gallery (actual galleries and adits) and kyarizes. The choice of the type of horizontal water intake is determined by the depth of groundwater and the nature of water consumption. For permanent water supply of relatively large water consumers, drainage galleries and adits are used, which are built at a significant depth of aquifers. Trench structures are used for relatively small water consumption at a shallow depth of groundwater. Kyarizes are primitively arranged V. s., used for agricultural production. water supply and irrigation of small land plots in semi-desert areas with unsustainable occurrence of aquifers.