The utility model relates to the design of inlet and outlet caps on storm drainage pipelines and is aimed at increasing the strength of the entire structure while eliminating the possibility of washing out soil particles. Design of inlet and outlet heads on storm drainage pipelines consists of a foundation, a pipe and a portal wall made of gabions, which are volumetric mesh structures made of galvanized twisted wire mesh with hexagonal cells, a wire edge, strapping and ties, filled with granite stone. In each gabion, at every third of its height there are horizontal ties connecting the opposite walls. A return filter made of non-woven geotextile is installed in the contact area between the head and the soil. The use of gabion structures for interfacing the rainwater drainage pipeline with reservoirs and watercourses makes it possible to minimize the impact of structures on environment. The construction and operation of gabion fastenings does not entail changes in the soil, flora and fauna and will not cause irreversible processes in the natural environment.
The utility model relates to the design of inlet and outlet heads on storm drainage pipelines.
Input (output) heads are the areas where the rainwater drainage pipeline interfaces with an open watercourse-bed (ditch, log) at the entrance to the pipe (exit from the pipe). The channel is the open part of the watercourse (ditch or log). A ravine is a wide ravine, dry or with a stream.
Currently, head designs using gabions are increasingly used.
Gabions are natural building blocks that are three-dimensional mesh structures various shapes made of twisted wire mesh with hexagonal cells, wire edges, strapping and ties, filled with stone, which over time become part of the natural landscape.
A bank protection structure (RU 224649 C2) is known from the prior art, consisting of a bulk earth dam and anti-washout spurs, which are made of rubble concrete blocks, hingedly connected to each other and retaining walls, arranged at the base of the dam between the root parts of the spurs, the retaining walls are made in a stepped shape made of masonry of two or more steps, reinforced with reinforcing bars and mesh, anchored into the slope and base of the dam.
Disadvantage this decision is the strong leaching of soil.
A culvert structure (RU 79896 U1 - analogue) is also known from the prior art, including a pipe made of metal corrugated structures, bent along a given radius and fastened with bolts and nuts with an overlapping spherical support surface, resting on a profiled base bed. The culvert structure in the body of the railway (road) embankment is made of two tiers according to the principle of joint operation of the filter embankment located in the first tier and the embankment with a metal corrugated pipe in a reinforced soil casing located in the second tier.
The disadvantage of this solution is the insufficient resistance of the structure to soil movements.
The technical result that the claimed utility model is aimed at achieving is increasing the strength of the entire structure while eliminating the possibility of washing out soil particles.
The design of the inlet and outlet heads on storm sewer pipelines consists of a foundation, a pipe and a portal wall made of gabions, which are volumetric mesh structures made of galvanized twisted wire mesh with hexagonal cells, filled with granite stone, and in each gabion at every third of its height there are horizontal ties connecting the opposite walls, while in the contact zone of the head and the soil a return filter made of non-woven geotextile is laid.
The design of the head in the stated solution consists of a foundation and a portal wall made of gabions. The channel is secured with gabions.
This design ensures the overall strength and stability of the structure against complete collapse, shifting, overturning, movement and deformation.
The design of the channel and log fastening heads is mounted from gabion mesh products (GSI).
GSI can be of two types:
Box-shaped,
Mattress-mattress.
Box-shaped ones are made from mesh 100 of galvanized wire with a diameter of 2.7 mm.
Mattress-mattress - made of mesh 80 made of galvanized wire with a diameter of 2.7 mm.
The edge, binding and tie wires have a coating that matches the type of mesh wire coating.
Granite stone with a particle size of 150-200 mm was used as a filler for box-shaped gabions; for mattress-mattress gabions - stone with a grain size of 120-150 mm.
The steepness of the slopes when fastening the bed of mattress-mattress gabions is assumed to be 1:1.5.
Mattress-mattress and box-shaped gabion structures securing the beds are installed with the long side perpendicular to the water flow.
As a return filter that prevents the removal of soil particles from the fixed channel, a layer of non-woven geotextile is laid in the contact zone of the base soil and the fixed channel.
At the bottom of the trench, under a layer of geotextile fabric, there is a sand substrate 200 mm thick.
The box gabions are roughly divided into 3 parts vertically by a horizontal tie for structural strength that connects the opposite sides of the gabions.
There are no such ties in mattress-mattress gabions.
Gabions are filled 2.5-5 cm with stone above the top edge for further shrinkage to the required size. The top layer of stones is filled with fine fraction - most suitable for further shrinkage.
The use of gabion structures to connect the rainwater drainage pipeline with reservoirs and watercourses makes it possible to minimize the impact of structures on the environment. The construction and operation of gabion fastenings does not entail changes in the soil, flora and fauna and will not cause irreversible processes in the natural environment.
Figure 1 - general form GSI.
Figure 2 is a general view of the head from the GSI, associated with the channel.
Figure 3 is a general view of the head from the GSI, coupled with the log.
Figure 4 is a cross-sectional view of the head from the GSI, associated with the riverbed.
Figure 5 is a sectional view of the head from the GSI, coupled with the log.
GSI (1) consists of a main body (2) and a cover (3).
In figure 2: “A” is the width of the natural channel, “H” is the height of the head, “Du” is the diameter of the pipe, “Lkp” is the length of the designed channel.
In Fig 3: “A” is the width of the designed log, “Lkp” is the length of the designed log, “H” is the height of the head, “Du” is the diameter of the pipe.
In Figs. 4 and 5, position “4” indicates sand preparation.
The design of inlet and outlet caps on storm sewer pipelines, characterized by the fact that it consists of a foundation, a pipe and a portal wall made of gabions, which are volumetric mesh structures made of galvanized twisted wire mesh with hexagonal cells, a wire edge, strapping and ties, filled with granite stone, Moreover, in each gabion, at every third of its height, there are horizontal ties connecting the opposite walls, while in the contact zone of the head and the soil a return filter made of non-woven geotextile is laid.
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Treated wastewater after disinfection is discharged through a closed pipeline or open channel to the place of descent into the reservoir. The diversion channel usually ends in a coastal well, from which water is discharged directly into the reservoir through an outlet.[...]
The main task when installing an outlet is to achieve the most complete mixing of the outlet water with the water of the reservoir in order to obtain the greatest dilution of wastewater, which still contains a certain amount of contaminants. [...]
Depending on the shape and regime of the river section, when purified wastewater is discharged into it, a bank or channel outlet is arranged; the latter can be concentrated or dispersed. When discharging purified liquid into the sea or reservoir, coastal or deep-sea releases are arranged.[...]
Channel and deep-water outlets are made of steel, cast iron, reinforced concrete or concrete pipes protected from corrosion. The heads of all types of outlets are made primarily of precast reinforced concrete.[...]
When directly discharging wastewater near the shore, the release device is simpler (Fig. 4.151), but the degree of dilution is less than when releasing at some distance from the shore.[...]
Distributed release ensures better mixing of wastewater with reservoir water. Each issue ends with a title.[...]
It is advisable to take the current speed in the underwater part of the outlet as high as possible (not less than 0.7 m/sec) in order to protect it from silting.[...]
The head holes should be located at a sufficient height from the bottom (0.5-1 m) to avoid erosion of the bottom or drift of the head. The distance from the bottom surface of the ice to the holes must be at least 0.5-1 m.[...]
Depending on the depth of the reservoir, the thickness of the ice cover and the presence of navigation, the underbody part of the outlet is laid in a trench or directly along the bottom of the reservoir, secured with piles or with stone covering. Pipelines are laid in sections 50-100 m long from ice in winter, and from barges in summer. It is more convenient and cheaper to lay pipes from ice.[...]
When releasing wastewater into the sea, the outlet must be located outside the boundaries of the residential area and selected taking into account the direction of currents, wave formation, directions of prevailing winds, the presence of sea waves, etc. so that the removal of the discharged wastewater from the populated area by the sea is ensured with the current. The length of the outlet to the established depth of its mouth should be the smallest, the outlets are located at a depth of at least 1 m from the water level at low tide and at least 1 m from the sea bottom.
To discharge treated wastewater into reservoirs, two types of outlets are used: coastal and channel. Coastal outlets are divided into flooded and non-flooded. For flooded coastal outlets, coastal wells are installed with wastewater discharged below the water level in the reservoir. Unflooded coastal outlets (Fig. 4.145), according to
In connection with the provisions of hydraulics, they are considered as a connection of flows at different angles of fusion.
The construction cost of onshore outlets is lower than the cost of channel outlets. However, at the outlet site, an insignificant initial mixing of flows is achieved, and, therefore, in practice they can only be used to discharge wastewater with a concentration of pollutants that do not affect the sanitary condition of the reservoir.
Channel outlets are located at a certain distance from the shore. These outlets are divided into concentrated, scattering and ejector.
The choice of channel outlet design depends on the sanitary requirements for the dilution of wastewater in the reservoir, in addition, on the hydraulic structure of the flow, the morphology of the channel and on the geodetic markings of water levels in the coastal well and in the river.
The use of concentrated channel discharges is possible either by diluting the wastewater before release (when water is supplied from the reservoir by pumps to onshore contact reservoirs until the concentration of pollutants in the mixture is close in quantitative indicators to the standard), or if the dilution along the way to the design site is sufficient, i.e. the concentration of pollutants at the design site will correspond to the standard.
For the discharge of wastewater into rivers, it is always advisable to use dispersive outlets, and for the discharge of wastewater into stagnant reservoirs, the design of the outlet and its location in the reservoir should be determined by a technical and economic calculation.
If WATER DENSITY pst higher WATER DENSITY ditch in a reservoir, high-pressure distributors should be used to promote the distribution of wastewater to the entire depth. If the effluent density rst less than the density of water in a reservoir, low-pressure distributors with holes located at a minimum angle to the horizon (5-10°) should be used.
Based on laboratory research data from the VNII VODGEO, we can recommend the following outlets with heads: cylindrical; open scattering; channel dispersive with ejector nozzles.
A cylindrical type outlet head can be used to discharge wastewater into a river stream that provides an influx of sufficient river water to obtain the required initial dilution ratio.
Of interest is the design of the cylindrical outlet head, consisting of a cylindrical chamber with slots and a supply pipeline. The pipeline is connected to the cylindrical chamber at its end at an angle of ~45° (in plan), due to which a helical flow is formed in it, ensuring uniform discharge of waste liquid along the front of the structure.
The length of the cylindrical chamber is determined by the formula
bsr (N - £>)"
Where Q- water flow in the river, diluting waste water in the initial section; рср, Н - average speed and depth of the river in the release zone; D- diameter of the cylindrical chamber;
N n n
K-factor equal to: at --- and at -<
The diameter of the cylindrical chamber is taken equal to D -
2 ... 3d, where
D- diameter of the supply pipe. Current speed in the inlet
the main pipe, at which the most favorable regime for the discharge of wastewater is observed, is 2-3 m/s. The maximum length of the cylindrical chamber in order to ensure uniform release along the length should not exceed 10D.
To wash the cylindrical chamber, its end is designed to be removable and bolted. In the riverbed, a cylindrical head can be installed using pile fastening.
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An open dissipative outlet head is a horizontally located conical pipe in which a cutout is made
Rice. 4.146. Diagram and design of the dissipative outlet
1 - pipe; 2 - release clip; 3 - gravel backfill;
4 - wall of the cage;
5 - lattice bottom of the cage; 6-sided outlet well: 7 - grate; 8 - onshore pipeline:9 - transverse walls of the cage; 10- Clip cover with holes; 11 - cracks in the pipe; 12 - supporting
Cross pipes
On the side surface (73 along the circumference), equipped with transverse guides. The waste stream, entering the head chamber, is cut by guides, resulting in a uniform discharge of waste along the front of the structure. The most favorable conditions are observed when the speed of the river flow is greater than the speed of outflow of waste liquid from the head. The flowing river flow in the outflow zone will create areas of low pressure, and an ejection effect occurs, which will intensify the dilution of wastewater.
The length of the head chamber can be determined by the average diameter DWITHR. The cone angle of the chamber is assumed to be 6-8°, its large diameter D6 = (l.5 ... 2)d, small diameter DM=(0.5 ... 1 )d, Where D- diameter of the supply pipe. The taper angle of the transition diffuser part is taken from the condition of flow continuity and is also 6-8°,
The calculation of dilution when using an open scattering head is carried out similarly to the calculation for a cylindrical head, if we take the average diameter of the chamber as the calculated one.
Thanks to the open design of the head, there is no need for special measures to clean it. In the riverbed, an open dispersive outlet head can be installed using a pile fastening.
In Fig. Figure 4.146 shows a diagram of the design of a dispersive filter jet outlet, which makes it possible to bring the purified water mixing point closer to the outlet itself. The outlet is a perforated steel pipe of constant cross-section with a metal clip welded to it along its entire length with slotted holes. The cage is filled with coarse gravel or crushed stone. The width of the collar, depending on the diameter of the pipe, is taken to be 150-400 mm, hi = 150 ... 200 mm, /i2 = 400 ... 600 mm. The area of the slotted holes in the lattice bottom of the cage should be 40-50% of its area. The release of purified water into the reservoir in the form of numerous vertical jets with a flow rate of 2-2.5 m/s ensures rapid and effective mixing with the water of the reservoir.
The channel dispersing head with ejector nozzles consists of a supply pipeline, its dispersing part, outlet pipes with nozzles and ejector chambers. The pipeline is laid in a trench with stone backfill, outlet pipes with nozzles are installed above the bottom surface and ejector chambers are installed. The ejector chambers can be mounted directly on the supply pipeline or independently, for example using piles.
According to LISI data, the maximum factor of the initial dilution corresponds to the following ratios of the dimensions of the ejector chamber:
OkonF=1>ZY G0RL; ^=4...5; 1<^ L<6, (4.304)
Where is A <онф - cross-sectional diameter of the confuser at the point of approach to it
A-eagle, - f-ropi - diameter and length of the cylindrical neck of the ejector. The cone angle of the confuser is assumed to be 30°, that of the diffuser is 7°.
The use of a channel dispersive outlet head with ejector nozzles can be recommended at low design flow velocities in the outlet area (less than 0.1 m/s). Such conditions are typical, for example, in the upper reaches of reservoirs or in regulated sections of rivers.
When designing sewer outlets at sea, one should take into account constant sea breezes on sea coasts, i.e. weak winds that blow from the sea towards land and drive floating impurities to the shore. Therefore, coastal-type marine sewage outlets are completely unacceptable, since they do not provide proper mixing of wastewater with sea water and do not make it possible to use the enormous self-purifying capacity of the sea.
It is recommended to equip marine-type outlets with a head with dispersing devices that ensure rapid and good dilution of the effluent with sea water. For better mixing of wastewater with sea water, the outlet at the end point of the outflow must be buried at least 10 m.
Issues with ejecting heads are of significant interest. Such releases make it possible to reduce the concentration of pollutants by 1.5-3 times already at the time of wastewater discharge. This is achieved by increasing the rate of flow of water from the tips, as a result of which some amount of water surrounding the tip is drawn into the flow.
One of the main conditions for the uninterrupted operation of the outlet at sea is its high resistance to the effects of sea surf, which has great destructive power. The release fits normally to the storm resultant; the depth of its placement from the seabed mark should ensure the stability of the pipeline when the water level fluctuates during storms. Most often, the destruction of outlets occurs as a result of rupture of pipelines in the zone of breaking waves.
When laying pipelines at a depth of more than 10 m, there is no need to bury them in the ground, since the impact of waves here is insignificant.
A comparison of the technical and economic indicators of offshore release options from steel pipes laid in the underwater part and from cast iron pipes laid on pile supports shows that release from steel pipes is 15% cheaper. The protective coating for the inner surface of the walls of steel pipes is cement, while the outer surface is coated with bitumen, reinforced with fiberglass. A layer of concrete covering with a thickness of at least 100 mm is provided on top of the bitumen coating. Conical reinforced concrete diffusers are installed at the head of the outlet. The head is secured with a concrete block.
The head of the marine outlet must be sized to ensure its stability and reliable connection to the outlet pipeline.
Water is discharged into reservoirs through special structures - outlets. The design features of the outlets are dictated by the following two conditions: ensuring the stability of the outlets themselves and ensuring maximum dilution of wastewater.
The reason for the violation of the stability (destruction) of the outlets may be the impact on them of the flow of both the wastewater itself and the water of the reservoir. The destructive effect of wastewater flow on structures depends on the wastewater flow rate and the height of the difference between the wastewater levels at the point of discharge from the outlet and the water in the reservoir. The destructive effect of the water flow of a reservoir depends on the water consumption and the speed of its flow. The stability of the outlet design depends on their location and the degree of exposure to wastewater flows and reservoir water.
Wastewater dilution is a reduction in the concentration of pollutants in water bodies due to the mixing of wastewater with water in the reservoir. The intensity of dilution is characterized by the dilution factor
The amount of initial dilution depends on the design and location of the outlet, the hydraulic parameters of the watercourse and other factors.
Based on the type of reservoir, releases are classified into river, lake and sea. Based on their location, they are divided into coastal, channel and deep, and based on their design - into concentrated and scattering.
Channel outlets are a pipeline extended into the river bed and ending with one or more submerged ends. With one head, the release is called concentrated, and with several heads - scattering. Dissipated outlets are also made in the form of sections of pipes with holes or slots. The heads or holes are located at an equal distance from each other.
Deep outlets are similar to channel outlets. They are used when releasing wastewater into lakes, reservoirs and seas. They are distinguished by large depth of the heads.
1- retaining wall
2-sheet piling
3- securing the river bed
Channel outlets consist of a supply pipeline extended into the river bed and one (with a concentrated outlet) or several (with a scattering outlet) caps
Rice. 1. Scheme of channel dispersal release into the river
1 - gravity collector; 2 - coastal well; 3 - outlet supply pipeline; 4 - plant soil (turf); 5 - fastening the bank with reinforced concrete slabs; 6 - securing the bank with rock riprap; 7-heads; 8 - sand backfill
The heads of concentrated outlets are usually made in the form of rectangular, rhombic or teardrop-shaped concrete blocks and are located with their long axis along the flow.
The location of the release device should be determined taking into account factors that promote maximum mixing. On rivers, such places include areas with high flow rates and a winding channel, where, due to the transverse circulation of the flow, the diluting capacity of the river flow increases. The river bed at the release site must be stable. This is one of the most important conditions for the reliability of the release.
As noted above, the design of deep-water outlets is similar to the design of channel outlets. However, when designing them, the dynamic effect of the reservoir on the structure must be especially taken into account, and when installing outlets into the sea, the chemical effect of water must also be taken into account.
Pipelines for channel and deep-water outlets made of steel pipes with reinforced anti-corrosion insulation must be laid in a trench. If pipelines for deep-sea outlets are laid along the bottom surface, they should be secured with anchors or loading arrays.
Shore releases
Water is discharged into reservoirs through special structures - outlets. The design features of the outlets are dictated by the following conditions: ensuring the stability of the outlets themselves and ensuring maximum dilution of wastewater.
Based on their location, they are divided into coastal, channel and deep, and based on their design - into concentrated and scattering.
Onshore concentrated outlets are made in the form of pipes, the end of which is formed into the embankment, open channels, fast currents, multi-stage drops and heads of various designs. Shore releases provide virtually no initial dilution, and further dilution proceeds very slowly due to low movement speeds and shallow water depths in the reservoir near the shore. Shore outlets are used mainly for the discharge of atmospheric water into a reservoir.
The design of coastal outlets depends on the relative altitude position (ratio of elevations) of the pipeline or channel and the water level in the reservoir, the amplitude of fluctuations in the water level in the reservoir, the discharged wastewater flow, the configuration of the coastal slope and a number of other factors.
It is recommended to design outlets that are not flooded, with free release of water into river beds or reservoirs, with the channel elevation not lower than the average low-water level. Flooded outlets can be designed in the following cases: if a non-flooded outlet can be damaged during freeze-up and ice drift; if the installation of an unflooded outlet is undesirable for architectural or sanitary reasons. Flooded outlets should be located below the lower edge of the ice during freeze-up.
Bank outlets consist of a retaining wall (head), fastening the river bank before and after the outlet, as well as in front of it and a connecting device.
The retaining wall is located at the end of the pipeline on the foundation, which is fenced off from the side of the reservoir with a sheet piling wall to prevent erosion. The retaining wall secures the end of the pipe, preventing its displacement and destruction. The role of a retaining wall within the city can be performed by an embankment. The fastening of the river bank is determined taking into account the geological conditions and hydrological features (flow speed, fluctuations in water levels, etc.) of the reservoir. It must ensure the stability of the river bed or the shore of a reservoir under any possible hydrological condition of the reservoir (flood, storm, etc.).
If the difference between the elevations of the pipeline and the water level in the reservoir is large, then it is necessary to install a connecting device that ensures the damping of the flow energy (flooding of the hydraulic jump, damping the flow speed) of the discharged wastewater. The connecting devices are made in the form of a multi-stage well or no-well drop, a high-flow with a water well at the base, etc.
4- retaining wall
5-sheet piling
6- securing the river bed
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