The ring network is used in settlements close in outline to a square or rectangle. In these networks, pipelines form one or more closed loops - rings. Thanks to looping, each section receives power from two or more lines, which significantly increases the reliability of the network and creates a number of other advantages. Ring networks provide uninterrupted water supply even in case of accidents in individual sections: when the emergency section is turned off, the water supply to other lines of the network does not stop. They are less prone to accidents, because. they do not experience strong hydraulic shocks. When a pipeline is quickly closed, the water that enters it rushes into other lines of the network and the effect of water hammer decreases. The water in the network does not freeze, because. even with a small drawdown, it circulates along all lines, carrying heat with it. Ring networks are usually somewhat longer than dead-end networks, but are made of pipes of a smaller diameter. The cost of ring networks is slightly higher than dead-end networks. Due to their high reliability, they are widely used in water supply. They fully meet the requirements of fire water supply. After the calculation of the water consumption of the settlement, the ring distribution network is traced. In this section, it is proposed to calculate a two-ring distribution network. For this purpose, pipelines are drawn on the territory of the water supply facility (village plan), their ends and beginnings are connected, forming closed loops - rings, and water is brought to large objects.
N.S. - pumping station
B - water tower
Then, as in the variant with a dead-end network, nodes and sections are outlined on the ring network. Each section of the network is analyzed and measured. All results are summarized in Table 3. It should be noted that a feature of ring networks is that water is distributed to water users in almost all of its sections, which means that all of them are areas with travel expenses. The only exceptions are those areas where it is clearly inappropriate to disassemble water. These can be sites that supply water to large water consumers (for example, a bathhouse, a hospital, MTF, etc.). Further, when calculating ring networks, in order to simplify and facilitate hydraulic calculations, it is assumed that consumers take water only at network nodes. This means that evenly distributed along the length of travel costs are replaced by equivalent lumped node costs. Thus, the nodal costs for each node of the ring water supply network are determined by the formula:
where q beats. - specific consumption of the network, l / s per 1 linear meter;
∑l - the total length of the track sections of the network adjacent to this node, m.
That is, the nodal flow rate q knots. is equal to half the sum of the travel costs of all sites adjacent to the node.
The calculation of nodal costs is summarized in Table 4.
You can check the correctness of the calculations and filling in the table as follows: the sum of all nodal costs in column 4 of the table should be equal to the household expense - q xo 3 ., and the sum of all full nodal costs in column 7 should be equal to the maximum second flow of the village. Table
A design diagram of the ring distribution network is drawn (Figure 11), on which, at all its nodes, on the arrows pointing down, the values of the total nodal costs from table 4 are plotted. On the same diagram, only at the nodes of the rings, on the arrows pointing upwards, the values are plotted total nodal costs, taking into account the water consumption consumed by individual large consumers. Then, on the design diagram, arrows indicate the direction of water movement along the branches of the network in such a way that water moves to water supply facilities along the shortest path (without return movement). A very important task is to determine the estimated flow rates in all sections of the ring distribution network, according to which the pipe diameters and pressure losses will subsequently be determined. When setting the values of the costs passing through the sections of the network, they are guided by two basic rules:
on equivalent highways should be sent approximately one
what amount of water;
The expenses assigned in this way are called the first
junk expenses. They are applied to the network design diagram.
According to the first estimated costs, pipe diameters and pressure losses are calculated according to the formulas given in the section "Calculation of dead-end networks". After that, it is checked whether the well-known hydraulic condition of equality of pressure losses in the branches of the rings is observed, namely, in each ring of the water supply network, the pressure losses along the branch, where the water moves in one direction, must be equal to the pressure losses in the other branch, where the water moves in the opposite direction. The algebraic sum of the pressure losses in the ring is called inviscid rings. In practice, to reduce the calculations, some error is allowed, namely, the residual is considered acceptable if its value does not exceed ± 0.5 m. If the value of the resulting residual exceeds the permissible value, then the ring network must be linked. To link the network, i.e. to find the true flow rates along the lines, one should transfer part of the initial estimated flow rate from the overloaded branch, where the head loss is greater, to the underloaded one. In order to maintain the flow balance at the nodes (the inflow to the node must remain equal to the outflow from the node), it is necessary to correct the flow in both branches by the same amount, i.e., if the calculated flow in the underloaded branch is increased by the value Aq, then the same value Aq should reduce the flow through the overloaded branch. The consumption Aq is usually called correction expense. New costs passing through sections of the ring network are called corrected expenses. Based on the corrected flow rates, new pressure losses in the sections of the ring are determined and a new discrepancy is calculated. If the correction flow rate is set correctly, then after correcting the initial flow rate, the ring will bind, i.e. the algebraic sum of the pressure losses in the ring will not exceed the allowable one. If, after the first correction, the ring does not fit, continue linking.
22. Ring network with its main elements (examples). Modern methods hydraulic calculation. The ring network (Figure 10) is used in settlements close in outline to a square or rectangle. In these networks, pipelines form one or more closed loops - rings. Thanks to looping, each section receives power from two or more lines, which significantly increases the reliability of the network and creates a number of other advantages. Ring networks provide uninterrupted water supply even in case of accidents in individual sections: when the emergency section is turned off, the water supply to other lines of the network does not stop. They are less prone to accidents, because. they do not experience strong hydraulic shocks. When a pipeline is quickly closed, the water that enters it rushes into other lines of the network and the effect of water hammer decreases. The water in the network does not freeze, because even with a small drawdown, it circulates through all lines, carrying heat with it. Ring networks are usually somewhat longer than dead-end networks, but are made of pipes of a smaller diameter. The cost of ring networks is slightly higher than dead-end networks. Due to their high reliability, they are widely used in water supply. They fully meet the requirements of fire water supply.
Hydraulic calculation the distribution network is carried out to determine the diameters of the pipes in all its sections and the pressure loss in them when the estimated flow is applied. If the water supply is also intended for fire-fighting water supply, then a verification calculation of the network is made for the supply of fire-fighting water consumption while at the same time household and drinking water consumption.
N.S. - pumping station
B - water tower
Figure - Diagram of the outline of the ring water supply network
After the calculation of the water consumption of the settlement, the ring distribution network is traced. In this section, it is proposed to calculate a two-ring distribution network. For this purpose, pipelines are drawn on the territory of the water supply facility (village plan), their ends and beginnings are connected, forming closed contours - rings, and water is brought to large objects. Then, as in the variant with a dead-end network, nodes and sections are outlined on the ring network. Each section of the network is analyzed and measured. All results are summarized in Table 3. It should be noted that a feature of ring networks is that water is distributed to water users in almost all of its sections, which means that all of them are areas with travel expenses. The only exceptions are those areas where it is clearly inappropriate to disassemble water. These can be areas that supply water to large water consumers (for example, a bathhouse, a hospital, MTF, etc.). Then the specific consumption of the water supply network is determined. We take it from the dead-end network calculation section. Further, when calculating ring networks, in order to simplify and facilitate hydraulic calculations, it is assumed that consumers take water only at network nodes. This means that evenly distributed along the length of travel costs are replaced by equivalent lumped node costs.
Thus, the nodal costs for each node of the ring water supply network are determined by the formula:
q node \u003d (q beat ∙ Ul) / 2
q beats - specific consumption of the network, l / s per 1 running meter;
Ul put - the total length of all track sections of the network
That is, the nodal expense q node is equal to half the sum of the travel costs of all sections adjacent to the node.
The calculation of nodal costs is summarized in Table 8.
You can check the correctness of the calculations and filling out the table as follows: the sum of all nodal costs in column 4 of table 8 should be equal to the household expense - q households, and the sum of all full nodal costs in column 7 should be equal to the maximum second flow of the village. A design diagram of the ring distribution network is drawn, on which, in all its nodes, on the arrows pointing down, the values of the total nodal costs from the table are plotted. In the same diagram, only at the nodes of the rings, on the arrows pointing upwards, the values of the total nodal costs are plotted, taking into account the water consumption consumed by individual large consumers. Then, on the design diagram, arrows indicate the direction of water movement along the branches of the network in such a way that water moves to water supply facilities along the shortest path (without return movement). A very important task is to determine the estimated flow rates in all sections of the ring distribution network, according to which the pipe diameters and pressure losses will subsequently be determined. When setting the values of the costs passing through the sections of the network, they are guided by two basic rules:
Approximately the same amount of water should be sent along equivalent highways;
The inflow to a node is equal to the outflow from that node plus the node flow.
The expenses assigned in this way are usually called the first estimated expenses. They are applied to the network design diagram. According to the first estimated costs, pipe diameters and pressure losses are calculated according to the formulas given in the section "Calculation of dead-end networks". After that, it is checked whether the well-known hydraulic condition for the equality of pressure losses in the branches of the rings is observed, namely, in each ring of the water supply network, the pressure losses along the branch, where the water moves in one direction, must be equal to the pressure losses in the other branch, where the water moves in the opposite direction. The algebraic sum of the pressure losses in the ring is called the residual of the ring. In practice, to reduce the calculations, some error is allowed, namely, the residual is considered acceptable if its value does not exceed ± 0.5 m. If the value of the resulting residual exceeds the permissible value, then the ring network must be linked. To link the network, i.e. to find the true flow rates along the lines, one should transfer part of the initial estimated flow rate from the overloaded branch, where the head loss is greater, to the underloaded one. To maintain the balance of flow in the nodes (the inflow to the node must remain equal to the outflow from the node), it is necessary to correct the flow in both branches by the same amount, i.e., if the design flow in the underloaded branch is increased by , then the flow should be reduced by the same amount passing along an overloaded branch. The flow rate is called the corrective flow rate. New costs passing through sections of the ring network are called corrected costs. Based on the corrected flow rates, new head losses in the sections of the ring are determined and a new discrepancy is calculated. If the correction flow rate is set correctly, then after correcting the initial flow rate, the ring will bind, i.e. the algebraic sum of the pressure losses in the ring will not exceed the allowable one. If, after the first correction, the ring does not fit, continue linking.
23. Extraction of water from underground sources. The composition of structures, taking into account the quality of groundwater. Groundwater occurs at various depths and in various rocks. Possessing high sanitary qualities, these waters are especially valuable for household and drinking water supply of populated areas. Of greatest interest are the waters of pressure aquifers, covered from above with impermeable rocks that protect groundwater from the ingress of any pollution from the surface of the earth. However, for the purposes of water supply, unconfined groundwater with a free surface, contained in formations that do not have a waterproof roof, is also often used. In addition, for the purposes of water supply, spring (spring) waters are used, i.e., groundwater that independently emerges on the surface of the earth. Finally, in some cases, the so-called mine and mine waters are used for industrial water supply, i.e., groundwater entering drainage facilities for groundwater, the following types of structures are used:
1) tubular boreholes (wells);
2) mine wells;
3) horizontal watersheds;
4) radial watersheds;
5) facilities for capturing spring water.
Tubular boreholes are arranged by drilling vertical cylindrical channels in the ground - wells. In most rocks, the walls of wells have to be reinforced with casing (most often steel) pipes, forming a tubular well. Tubular wells are usually used for relatively deep aquifers and significant thickness of these layers. In this regard, their characteristic feature is a relatively small diameter (facilitating the passage of a large thickness of rocks) and a relatively large length of the catchment area. Tubular wells can be used to receive both non-pressure and pressure groundwater. In both cases, they can be brought to the underlying water-resistant layer - "perfect wells" or end in the thickness of the aquifer - "imperfect wells". The design of a tubular well depends on the depth of groundwater, the nature of the passable rocks and the method of drilling. In turn, the drilling method is adopted depending on the required depth of the well.
Shaft wells are most often used to receive relatively shallow water (usually at a depth of no more than 20 m) from free-flowing aquifers. In rare cases, these wells are used to receive low-pressure waters (with insignificant deepening and insignificant thickness of pressure aquifers). Usually, water is taken into shaft wells through their bottom and partly through the walls. Shaft wells are used to receive small amounts of water for individual use, as well as in the water supply of rural areas, in temporary water pipes, etc. Shaft wells are concrete, reinforced concrete, stone (made of brick or rubble stone) and wooden (log). With a small diameter of the wells, they can be made prefabricated from reinforced concrete rings. Shaft wells are usually built using a lowering method.
Horizontal catchments are used at a shallow depth of the aquifer (up to 5-8 m) and its relatively small thickness. They are drains. different types or catchment galleries laid within the aquifer (usually directly on the underlying aquiclude). The catchment device is often located along a line perpendicular to the direction of movement of the ground flow. The water that comes from the ground drainage pipes or galleries, is fed through them into a collection well, from where it is pumped out by pumps. All horizontal catchment structures can be divided into the following three groups:
1) trench watersheds with backfilling with stone or crushed stone;
2) tubular watersheds,
3) catchment galleries
The radial catchment area is an original and efficient water intake structure, successfully used to receive underflow waters. Water is taken by horizontal tubular drains located within the aquifers, radially attached to a prefabricated shaft well. Beam water intakes are also used for the intake of groundwater that does not have power from open reservoirs, "provided that aquifers of relatively small thickness lie at a depth of no more than 15-20 m. Beam drains are made of perforated (slotted) steel pipes and are arranged by the method of punching (links) from the inside mine well(or drilling). Some ray drain installation methods involve pre-punching the casing pipes into which the drainage pipes are then inserted. After installing the latter, the casing pipes are removed. With other methods, drainage pipes are directly pressed through, equipped with a parabolic head, to which water is supplied under pressure, which exits through the slots in the head and erodes the soil. The pulp is removed through the outlet pipe to the mine.
Springs, or springs, are the natural outlet of groundwater to the surface. Transparency, high sanitary qualities, as well as relatively simple ways obtaining spring water led to its widespread use for the purposes of drinking water supply. In addition to a huge number of small settlements using spring water, even a number of large cities have water supply systems based on feeding them with water from springs. For large water pipelines, several groups of powerful springs are usually used simultaneously. Springs are of two types - ascending and descending. The former are formed when pressure water penetrates into the surface layers of the soil as a result of a violation of the strength of the waterproof rocks that overlap them. The latter are formed as a result of wedging out to the surface of the earth free-flowing aquifers resting on impermeable rocks. Structures for receiving spring waters (in accordance with the nature of their work) are called capturing facilities, and the process of collecting spring water is called spring capturing. These structures have various device for the two mentioned types of springs. For capturing ascending springs, water intake structures are made in the form of a reservoir or shaft, built above the place of the most intensive outflow of spring water. Capture of descending springs is carried out by arranging peculiar receiving chambers located in the place of the most intensive outlet of spring water. In some cases, perpendicular to the main direction of movement of spring water to intercept it and direct it to the receiving chamber, structures are arranged in the form of "lintels" of retaining walls, etc. Sometimes horizontal drainage pipes or galleries are laid along these lintels, which collect water and facilitate its transportation to the receiving chamber. camera.
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Introduction
Conclusion
Bibliography
Introduction
The water supply and sanitation system is essential for comfortable housing; right choice water supply and sanitation schemes provide reliable, constant water supply to consumers and wastewater disposal. aim term paper is: determination of the estimated water flow, hydraulic calculation of the internal water supply network, selection of a water meter, determination of the estimated flow of waste liquid, assignment of diameters sewer pipes, determination of the capacity of sewer outlets and yard sewer network.
On the assignment of the course work, it is necessary to design a water supply and sanitation system for a 6-storey 36-apartment residential building in the city of Mogilev:
Floor height - 3 m,
Basement height - 2.8 m.
Elevation of the first floor - 97 m,
The elevation of the earth's surface is 96 m.
The city water pipeline with a diameter of 250 mm was laid at a depth of 94 m, the city sewerage network with a diameter of 350 mm was laid at a depth of 93 m.
The depth of penetration into the soil of zero temperature is 1.2 m.
Guaranteed pressure in the city water supply - 32.0 m.
1. Design of internal plumbing
The internal water supply of the designed building consists of an input located to the left of the building from the side of the city water supply, one water metering unit, a main line, risers and connections to water fittings. When designing an internal plumbing, we are guided by the instructions.
Water risers are represented by circles and denoted: StV1-1, StV1-2, etc.
From the city water supply on the plan we show the entry of the water supply into the building; the water supply is introduced along the shortest distance perpendicular to the wall of the building. The input ends with a water meter installed inside the building.
At the point where the input is attached to outdoor network we arrange a well with the installation of a valve in the city water supply system.
We draw the input line on the general layout of the site, indicating its length and diameter and indicating the position of the well, in which it is planned to connect the input to the street network.
The water metering unit is located just behind the wall inside the basement. It consists of a water meter, shut-off valves in the form of gate valves or valves installed on each side of the meter, a check valve, connecting fittings and branch pipes. We use a high-speed vane water meter VK.
Guided by the location of the water risers and the location of the input, we trace the water distribution main. From the distributing main we make connections d = 25mm to watering taps placed in niches of external walls measuring 250x300 mm at a height of 200-300 mm from the sidewalk at the rate of one watering tap per 60-70 m of the building perimeter.
In accordance with the placement of water risers, a distributing line, a water meter and an input, we draw an axonometric diagram of an internal water supply on a scale of 1:100 along all three axes.
We install shutoff valves at the base of all risers in the building. Also stop valves we install on all branches from the main line, on branches to each apartment, on connections to flushing sewer devices, in front of outdoor watering taps. We install valves on pipelines with nominal bore less than 50 mm.
The internal water supply scheme is the basis for the hydraulic calculation of the water supply network.
1.1 Hydraulic calculation internal network plumbing
Water supply for household and drinking purposes is calculated for the case of maximum household water consumption. The main purpose of the hydraulic calculation of the water supply network is to determine the most economical pipe diameters to skip the estimated costs. The calculation is performed according to the dictating device. The selected calculated direction of water movement is divided into calculated sections. For the calculated section, we take part of the network with a constant flow rate and diameter. Initially, we determine the costs for each section, and then we make a hydraulic calculation. Estimated maximum expenses water in separate sections of the internal water supply network depend on the number of water-folding devices installed on them and simultaneously operating and on the flow rate of water flowing through these devices.
The criterion for the normal operation of the water supply network is the supply of the standard flow rate under the operating standard pressure to the dictating water-folding device. The ultimate task of hydraulic calculation is to determine the required pressure to ensure the normal operation of all points of the water supply network. Hydraulic calculation of the water supply network should be made according to the maximum second flow rate. The maximum second flow rate q, l/s, in the design section should be determined by the formula:
where q0 is the standard flow rate by one device, l / s.
The value of q0 is taken according to the mandatory application 3 . The value b is taken according to Appendix 4.
The probability of operation of devices P for network sections serving groups of identical consumers in buildings or structures should be determined by the formula:
where is the rate of water consumption, l, by one consumer per hour of the highest water consumption, which should be taken in accordance with Appendix 3 of SNiP 2.04.01-85; U - the total number of identical consumers in the building; N is the total number of devices serving U consumers.
Number of consumers for residential buildings
where F - living area; f- sanitary standard living space per person.
In residential and public buildings and structures for which there is no information on water consumption and technical specifications sanitary appliances, it is allowed to accept:
q0 = 0.3 l/s; =5.6 l/h; f = 12 m2.
After determining the estimated costs, we assign the diameters of the pipes in the calculated sections, based on the most economical water flow rates. In pipelines of household and drinking water supply systems, according to the speed of water movement, it should not exceed 3 m / s. For the selection of diameters, tables of hydraulic calculation of pipes are used.
The entire calculation of the internal water supply is summarized in table 1.
Table 1 - Hydraulic calculation of the internal water supply
|
Design area number |
|||||||||||
The sum of losses along the length is 16.963 m, the loss at the input is 1.6279 m.
1.2 Selection of a water meter
We select a water meter (water meter) to pass the maximum estimated water flow (excluding fire-fighting flow), which should not exceed the highest (short-term) flow for this water meter.
Data for the selection of a high-speed water meter are given in Table. IV.I and Table 4.
Head loss hsv, m water. Art., in a vane water meter is determined by the formula:
where S is the resistance of the water meter, which is taken from Table. IV.I and Table 4; S=1.3m s2/l2, q - water flow rate through the water meter, l/s, the value is taken from Table 1.
hsv \u003d 1.3 (0.695) 2 \u003d 0.628 m.
The water meter is chosen correctly, since the pressure loss is in the range from 0.5 m to 2.5 m.
1.3 Determination of the required pressure
After the hydraulic calculation of the internal water supply network, we determine the amount of pressure required to supply the standard water flow to the dictating water-folding device at the highest household and drinking consumption, taking into account the pressure loss to overcome resistance along the path of water movement.
where Hg is the geometric height of the water supply from the point of connection of the input to the external network to the dictating water folding device; Hg=16.8 m.
Figure 1 - Determining the required water pressure
hvv - pressure loss in the input; taken from Table 1, hvv = 1.6279m. hsv - pressure loss in the water meter; the value will be determined by the calculation in section 1.2; hw = 0.628 m. ?hl is the sum of pressure losses along the length of the calculated direction; determined from table 1, ?hl = 16.96 m. 1.3 - coefficient taking into account pressure losses in local resistances, which for utility and drinking water supply networks of residential and public buildings are taken in the amount of 30% of pressure losses along the length; Hf - free head at the dictating water-folding device, taken from Appendix 2, Hf = 3 m.
Htr \u003d 16.8 + 1.627 + 0.628 + 1.3 16.96 + 3 \u003d 44.10 m.
Since Htr = 44.10 m>Hgar = 32.0 m, a booster pumping unit is required.
2. Design of internal and yard sewerage
2.1 The choice of the system and scheme of the internal yard sewerage
System internal sewerage designed to deflect Wastewater from buildings to external sewer networks. The design of internal sewage is carried out in accordance with.
The internal sewerage network consists of sewage receivers, outlet pipes, sewer risers, outlets and a yard network.
We design the internal sewerage network in the following order: we apply sewer risers on the building plans in accordance with the placement of sanitary appliances. We mark sewer risers on all plans symbols STK1-1, STK1-2, etc.
From sanitary appliances to risers, we trace the lines of outlet pipes, indicating on the axonometric diagram the diameters and slopes of the pipes. From the risers, we trace the outlets through the wall of the building and show the locations of the wells with a yard sewer line. On the outlets we indicate the diameter, length and slope of the pipes. We lay sections of the sewer network in a straight line. We change the direction of laying the sewer pipeline and attach the devices using fittings. Issues are denoted: Issue K1-1, K1-2, etc.
Sewer risers that transport wastewater from the outlet lines to the lower part of the building are placed in the bathrooms opposite the toilet bowls at a distance of 0.8 m from the wall. For cleaning on the risers, we install revisions on the first, third and fifth floors, and the revisions are located at a height of 1 m from the floor to the center of the revision, but less than 0.15 m above the side of the connected device.
We make the transition of the riser to the outlet smooth with the help of bends. We end the issue with a manhole of the yard sewer network.
The length of the outlet from the wall of the building to the courtyard well is 5 m, the sewer outlets are located on one side of the building perpendicular to the plane of the outer walls.
We lay the yard sewer network parallel to the outer walls of the building along the shortest path to the street collector with the smallest pipe laying depth. The depth of the yard network is determined by the mark of the deepest (dictating) outlet in the building.
On the general layout of the site, we apply a yard sewer line with all inspection, rotary and control wells. Inspection wells are designated: KK1, KK2, KK3, etc. We install a KK control well 1m deep into the yard. At the point of connection of the yard sewer line to the city sewer, we depict the city sewer well GKK. On all sections of the yard sewer line, we apply the diameters of the pipes and the lengths of the sections.
The choice of sewer risers.
We select the diameter of the sewer riser according to the value of the estimated flow rate of the waste liquid and the largest diameter of the floor pipeline that discharges wastewater from the device with the maximum capacity. The sewer riser along the entire height must have the same diameter, but not the largest diameter of the floor outlets connected to this riser [ largest diameter outlet pipeline d = 100 mm has a toilet bowl].
The internal sewerage network is ventilated through risers, the exhaust part of which is displayed 0.5 m above the roof of the building.
2.2 Determination of the estimated wastewater flow rates
The diameters of the internal and yard sewerage are determined on the basis of the estimated wastewater costs for the sections.
The estimated amount of wastewater from individual sanitary appliances, as well as the diameters of the outlet lines, are determined using Appendix 2.
The amount of wastewater entering the sewer in a residential building depends on the number, type and simultaneity of the sanitary appliances installed in them. To determine the estimated flow rates of wastewater qs, l / s, entering the sewer from a group of sanitary appliances, with qtot? 8 l / s we use the formula:
,
where qtot is the total maximum calculated second water flow in cold and hot water supply networks, qs0 is the flow rate of effluents from sanitary appliances with maximum drainage, l / s, taken in accordance with the mandatory annex 2.
For a residential building, the highest flow rate of wastewater from the device (flushing the toilet bowl) qs0 = 1.6 l / s.
Wastewater costs are determined by sewer risers and horizontal sections pipelines located between risers and wells.
After determining the estimated wastewater flow rates for sewer risers and horizontal sections of sewer networks, we assign the diameters of sewer pipes.
2.3 Construction of a longitudinal profile of a yard sewer
We take the necessary absolute marks of the surface of the earth and the bottom of the pipe tray from table 2 - calculation of the sewer network.
The longitudinal profile of the yard sewer network is drawn next to the master plan with a horizontal scale of 1:500 and a vertical scale of 1:100. It includes all sections of the yard sewer line, as well as the connecting line from the control well to the well on the street collector. On the profile we show the marks of the surface of the earth and pipe trays, slopes, distances between the axes of the wells, depths of the wells.
2.4 Hydraulic calculation of outlets and yard sewerage pipeline
We carry out a hydraulic calculation of the sewer network in order to verify the correct choice of diameter, pipes and slopes. They must ensure that the design flow rates are skipped at a speed greater than the self-cleaning one, equal to 0.72 m/s. At a speed of less than 0.72 m/s, solid suspension may be deposited and the sewer line may become clogged.
We select pipes for the yard drainage network according to applications.
According to the estimated flow rate and diameter, we select the slope of the sewer pipes.
The outlets that drain wastewater from risers outside the buildings into the yard sewer network are laid with a slope of 0.02 with a pipe diameter of 100 mm.
We design the outlet diameter not less than the diameter of the largest of the risers attached to it.
The diameter of the pipes of the yard and intra-quarter network is 150 mm. We try to ensure that the yard network has the same slope throughout. Minimum slopes when laying a yard network, we accept for pipes d = 150 mm i = 0.007.
The largest slope of the sewer network should not exceed 0.15. The calculation of the sewer network is summarized in table 2.
The design level of the city sewerage network is 93.00 m.
Table 2 - Hydraulic calculation of the yard sewerage
|
Lot number |
ground marks |
Tray marks |
||||||||||||
Conclusion
As a result of the course work on water supply and sanitation of a residential building, an internal water supply network, as well as internal and yard sewerage networks were designed in accordance with sanitary and hygienic requirements. As a result of the hydraulic calculation of the internal water supply network, pipes with a diameter of 20, 25, 32 mm were taken, the input diameter was 50 mm, the head loss along the length was 16.96 m. A water meter was selected for the water supply system - a vane water meter with a resistance S = 1.3 m s l2. When determining the required pressure, it was concluded that it was necessary to use a booster installation. When calculating the system of internal and yard sewerage, the scheme and location of the sewer risers of the manholes were chosen, the wastewater flow through the building was 4.916 l / s. In the hydraulic calculation of the outlets and pipelines of the yard sewer, the necessary diameters and slopes of the pipes were selected, taking into account the speed of the movement of wastewater and the filling of the pipes. Diameter sewer outlets on the building d=100 mm, yard sewerage d=150 mm. The slope of the pipeline tray is 0.018. All calculations are made in accordance with the standards that are established in.
hydraulic plumbing sewer
Bibliography
1. SNiP 2.04.01-85 Internal water supply and sewerage of buildings. - M.: Stroyizdat. 1986.
2. V.I. Kalitsun and others. “Hydraulics, water supply and sewerage” - M .: Stroyizdat. 1980.
3. Pisarik M.N. Water supply and sewerage of a residential building. Method of instructions for the completion of course work, according to engineering networks, equipment of buildings and structures. - Gomel: BelGUT. 1990.
4. Kedrov V.S., Lovtsov B.N. Sanitary equipment of buildings. - M.: Stroyizdat. 1989.
5. Palgunov P.P., Isaev V.N. Sanitary and technical devices and gas supply of buildings. - M.: Stroyizdat. 1991.
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Hydraulic calculation of the water supply network and the intra-quarter sewerage network. Internal sewerage system and their main elements. Materials and devices of internal drains, throughput. Specification of water supply and sewerage systems.
term paper, added 09/30/2010
Design of building cold plumbing systems. Hydraulic calculation of the internal water supply network. Determination of estimated water flow rates, pipe diameters and pressure losses. The device of networks of the internal sewerage. Yard sewer network.
term paper, added 03/03/2015
Selection and justification of the principal water supply system. Specification of materials and equipment, hydraulic calculation and maximum flow rates of the water supply network. Selection of a water meter. Design of sewer risers and releases from the building.
term paper, added 06/17/2011
Design and calculation of internal plumbing systems of a building. Construction of an axonometric diagram of the water supply network of the building. Hydraulic calculation of the water supply network. The device of the internal sewer network. Determination of the estimated costs of wastewater.
test, added 09/06/2010
Selection of the cold water supply system of the building. The device of the internal water supply network, the depth of the pipes and the tracing of the network. Hydraulic calculation of the internal pipeline, determination of pressure. Design of internal and yard sewerage of the building.
term paper, added 11/02/2011
Design of the internal water supply network of the building. Selection of a water meter. Determination of the required pressure for the water supply of a residential building. Analysis of the device of the internal and yard sewer network. Hydraulic calculation of the yard sewerage.
control work, added 11/12/2014
Natural and climatic characteristics of the area where the city of Narovlya is located. Determination of water consumption for household and drinking needs of the population. Distribution of water consumption of the settlement by hours of the day. Hydraulic calculation of the distributing network and conduits.
term paper, added 01/28/2016
Hydraulic calculation of water supply and sewerage of a residential building. Determination of the required pressure, selection of a water meter. Design of the internal sewerage of a residential building. Arrangement of sewer risers. Determination of marks of sewer pipe trays.
The design scheme of the water supply network repeats the configuration of the network in the plan. It shows settlement nodes - the place of water supply from the NS-2, the place of connection of the water tower, the place of separation and confluence of flows, the point of connection of the largest consumers.
According to the method adopted for the calculation water networks, the analysis of water from the network is carried out only in the settlement nodes. The value of these nodal costs is determined according to the water consumption schedule separately for each water consumer.
The hydraulic calculation of the water supply system in the fire extinguishing mode is performed on the basis of the design scheme for the hour of maximum water consumption and the corresponding pipeline diameters. To the analysis of water for household and drinking and production needs, the costs of fire extinguishing in the most unprofitable (the most highly located and remote from the power point) network nodes are added. The task of the calculation is to check the water supply network for the passage of increased water flows, to determine the pressure loss and the required pressure at the starting point of the network (at NS-2). If the pump selected for normal operation is not able to provide the parameters required for fire extinguishing (Q and H), an additional fire pump may be provided.
There are two stages of fire extinguishing. At the first stage (its duration is 10 minutes), the NS-2 operates in the usual mode, the fire water supply in the tank of the water tower is consumed, i.e. the water supply to the network from the water tower increases by the amount of water consumption for fire extinguishing.
At the second stage, it is considered that the water supply in the tank is completely used up, and the supply is carried out only from the fire pumps on the NS-2. Usually, only the second stage of fire extinguishing is calculated. Water supply to the network from NS-2, l / s, is determined by the formula
where is the total water consumption per hour of maximum water consumption by all consumers according to the water consumption list, l / s; - water consumption for fire extinguishing for the estimated number of fires, l / s, according to the formula (4.1).
Hydraulic calculation of dead-end water supply networks and dead-end sections of ring networks is carried out according to the same formulas as the calculation of pump-hose systems (2.1) - (2.3). The water flow in a network section is equal to the sum of the nodal costs of all nodes receiving water in this section. Data on the hydraulic resistance of pipes of the water supply network are given in Table. 4.1.
Table 4.1
The values of the calculated resistivity of pipelines A, s2/m6, (for Q, m3/s) at v і 1.2 m/s
|
Diameter, mm |
Steel pipes |
Cast iron pipes |
Asbestos-cement pipes |
Unlike a dead-end ring network, it is a system of parallel connected mains, the distribution of water between these mains requires a separate calculation. In this case, Kirchhoff's laws are used.
According to the first law, the algebraic sum of the flow rates at each node is equal to zero - the flow rate of water entering the node is equal to the flow rate of water leaving the node.
According to the second law, the algebraic sum of pressure losses in the ring is equal to zero - the sum of pressure losses in sections with the direction of movement clockwise is equal to the sum of the pressure losses in sections with the direction of movement counterclockwise.
In engineering practice, in the hydraulic calculation of the water supply system in the fire extinguishing mode, a preliminary flow distribution is carried out over the sections of the ring network. This ensures the implementation of the first law of Kirchhoff. Next, a hydraulic calculation of all sections of the ring network is performed, and the fulfillment of the second law is checked. Since the preliminary flow distribution was carried out on the basis of speculative considerations, the algebraic sum of the pressure losses in the ring, called the discrepancy Dh, is not only not equal to zero, but can be quite significant. A redistribution of threads is required. In order to obtain the equality Sh = 0 or Dh = 0 along the sections of the ring in the direction opposite to the sign of the discrepancy, the linking flow rate Dq is skipped, which is approximately determined
where s = Al - hydraulic characteristics of the sections of the ring; q - preliminary expenses on the plots.
New adjusted costs on the plots are determined
In multi-ring networks, this method is used to determine the correction costs for each ring and the refined costs for all sections, but due to the approximation of formula (4.3) and the presence of adjacent sections that are simultaneously included in two neighboring rings, it is not possible to immediately achieve a zero discrepancy Dh = 0 in all rings . It is required to carry out several rounds of linking calculations. At in large numbers rings, such calculations are very laborious, and for their implementation are used computer programs. The calculation accuracy is considered sufficient if the discrepancy in all rings does not exceed 0.5 m.
According to the results of the network calculation in the fire extinguishing mode, the required pressure of the fire pump is determined
where - the mark of the earth at the dictating point - usually the node where the flows converge in the fire extinguishing mode or the highest point, m; - the required free pressure when extinguishing a fire, is assumed to be 10 m; - total pressure loss in the fire extinguishing mode from NS-2 to the dictating point; - the mark of the minimum water level in the CWR, m, is assigned 2 ... 4 m below the ground surface in the NS-2 area.
The performance of the fire pump must meet the needs per hour of maximum water consumption of all water consumers, plus the total estimated fire water consumption, determined by formula (4.2).
Example. Perform a calculation in the fire extinguishing mode of the main water supply network of the village, determine the parameters of the fire pump.
Initial data. The population of the village is 20 thousand people. Development of buildings up to two floors inclusive. Residential and public buildings have volumes up to 1 thousand m3. Industrial buildings without lanterns 50 m wide have a volume of 10 thousand m3. The degree of fire resistance of buildings - II, the category of premises according to fire safety- B. The general plan of the village, the scheme of water supply networks and diameters are shown in fig. 4.3, nodal costs - in fig. 4.4, cast iron pipes. NS-2 is located 2 km from the village at a ground level of 40.0 m, the water conduit is made in 2 lines. The total water consumption for domestic and drinking and industrial needs per hour of maximum water consumption is 170.0 l/s.
fire extinguishing hydraulic water supply network
Rice. 4.3. Scheme of the water supply network
Rice. 4.4. Preliminary design scheme of the water supply network during fire fighting
Solution. In accordance with the number of inhabitants in Table. 5 app. 1, the estimated number of simultaneous fires is 2. Water consumption for external fire extinguishing per one fire is 10 l / s. According to the table 6 app. 1, the water consumption for one fire in residential and public buildings is 10 l / s, which does not exceed the previously designated flow rate. According to the given parameters industrial premises according to the table 7 app. 1, the water flow rate for external fire extinguishing of industrial buildings is 15 l / s. Thus, two simultaneous fires are considered in the village, one at an industrial enterprise with a fire extinguishing consumption of 15 l/s, the second - in a residential area - 10 l/s. The analysis of water for extinguishing both fires is scheduled at node IV - the most distant from the power point (at node I) and located at a fairly high level of the earth (50.7 m). On the design scheme of the network (Fig. 4.4), the cost for extinguishing two fires is added to the nodal flow at node IV. The total water supply in fire fighting mode is 195.0 l/s.
The hydraulic calculation of the conduit is reduced to determining the pressure loss when the estimated flow is skipped. Both lines of the conduit have the same diameters of 300 mm and length - the total flow is distributed equally at 97.5 l / s. According to the table 4.1, the specific resistance of the pipeline A = 0.9485 s2 / m6 is determined. The pressure loss in the conduit is determined by the formula (2.2).
Based on the analysis of the configuration of the ring network and the values of nodal costs, a preliminary flow distribution was performed in compliance with the 1st Kirchhoff law (see Fig. 4.4). Hydraulic calculation is made in tabular form (Table 4.2). In sections 4 and 5, the costs are directed counterclockwise and are taken into account with a minus sign.
Table 4.2
Hydraulic calculation table
|
Pre-flow distribution |
|||||||||
|
SUM(ABOVE) 0.693 |
The calculation showed that during the preliminary flow distribution, the right-hand branch along the water course was overloaded, and the discrepancy of 4.08 m exceeds the allowable value of 0.5 m. The linkage flow is determined by formula (4.3).
The costs are adjusted by the value of Dq in a clockwise direction (Table 4.3). The calculation is designed as a continuation of the previous table.
Table 4.3
Continuation of the hydraulic calculation table
The value of the discrepancy is satisfactory, the resulting costs can be considered estimated. The results of the calculation are shown in Figs. 4.5.
Rice. 4.5. The final design scheme of the water supply network during fire fighting
The required pressure of the fire pump is determined by the formula (4.5). At the same time, the elevation of the ground at the dictating point IV along the horizontals on the master plan was determined to be 50.7 m, the mark of the minimum water level in the CRV was assigned 2 m below the ground level according to the initial data of 38.0 m. The total pressure loss in the fire extinguishing mode from NS-2 to dictating points are defined as the sum of pressure losses in the conduit and losses in any branch of the ring network from the supply point to the fire extinguishing point.
Based on this pressure and the previously calculated capacity of 195 l / s, the brand of the fire pump is selected.
"Hydraulic calculation of ring water supply networks"
1. Initial data
.1 Description of the water supply design scheme
It is necessary to calculate the water supply system of the settlement and the railway station.
Water supply of the railway settlement is carried out by underground waters.
Water from the drainage gallery 1 enters the receiving tank 2 and from there to pumping station 3 is fed through the pressure conduit to the water tower 4, from which it then enters the ring water supply network 4-5-6-7-8-9, which supplies water to the settlement and the following industrial and household water consumers:
Figure 1. Water supply scheme:
Source of water supply
Receiving tank
Pumping station
Water tower
Station building and cranes for refueling passenger cars
locomotive depot
Industrial Enterprise No. 1
Industrial Enterprise No. 2
Industrial Enterprise No. 3
Water consumption for household and drinking needs and irrigation of streets and green spaces is evenly distributed along the axis of the distribution network.
1.2 Initial data for calculation
1.The estimated number of residents in the village is 22170 people. 2.Number of storeys of building - 10 floors. .The buildings of the settlement are equipped with internal water supply and sewerage without bathtubs. .At the station, 317 wagons are filled with water every day. .Maximum daily water consumption: industrial enterprises: №1 - 3217, m 3/day №2 - 3717, m 3/day №3 - 4217, m 3/day Locomotive depot - 517, m 3/day 6.Length of pipe sections: Ground marks: Pump station (point 4) - 264 m At point 5 - 282 m At point 8 - 274 m At point 6 - 278 m Water marks in the receiving tank - 258 m. 2.Division of estimated daily water consumption
The main water consumer in towns and cities is the population, which consumes water for household and drinking needs. The amount of water for these needs depends on the degree of sanitary equipment of residential buildings, the development of a network of public service enterprises and the general improvement of the city. Determination of daily water consumption Q day :
· Locality: Q Wed =N*q, m 3
Q max =N*q*K max , m 3
where N= 22170 people; TO max = 1.2; TO min = 0,8
q= 0.2 m 3/day Q Wed \u003d 22170 * 0.2 \u003d 4434 m 3
Q max \u003d 22170 * 0.2 * 1.2 \u003d 5320.8 m 3
Q min =N*q*K min \u003d 22170 * 0.2 * 0.8 \u003d 3547.2 m 3
The highest estimated daily flow rate is the basis for the calculation of most water supply systems. · Watering streets and green spaces: Q=N i *q floor m 3/day, where N i - the number of inhabitants in the village; q floor - the rate of water for irrigation per capita; q floor =0.07 m 3/day; Q=22170*0.07=1551.9 m 3/ day · Refueling of wagons: Q=N*q m 3/day, where N is the number of wagons; q=1 m 3/day; Q \u003d 317 * 1 \u003d 317 m 3/ day Estimated daily water consumption № p / p Name of consumers Units of measurement Number of consumers Norm of water consumption, m 3/dayDaily consumption, m 3/dayAverageAccuratePer day max.Average dailyPer max. Planting people 221700,070,071551,91551,93Industrial enterprise No. 1prev.132173217321732174Industrial enterprise No.2prev. 175175175177Station building1151515158Car refuelingcar317113173179Fire fightingfire20.025*3600*3=270270540540 å 19412,7
The free pressure for domestic and drinking water supply is determined by the formula: H St. \u003d 10 + 4 (n-1) m. aq. Art. (1) where n is the number of storeys of the building. H St. \u003d 10 + 4 (10-1) \u003d 46 m. Art. accept H St. \u003d 46 m. of water. Art. 3. Determination of the estimated second flow of water
.1 Calculation for 24/7 facilities water supply locality Estimated second water consumption is determined in l / day for certain categories of water consumption. At the same time, it should be taken into account that some water consumption points work around the clock (village, industrial enterprises, railway station, depot), while others work less than a day (watering streets and green spaces, refueling wagons at the station). The second consumption of round-the-clock water consumption facilities is determined by the formula: q sec =K hour *Q max day /86400 m 3/s (2) where: K hour - coefficient of hourly unevenness (k hour =1,56),max - daily consumption per day of the highest water consumption; The number of seconds in a day. household and drinking needs: q sec \u003d 1.5 * 5320.8 / 86400 \u003d 0.096 m 3/With q sec \u003d 1.5 * 3217 / 86400 \u003d 0.0558 m 3/With industrial enterprise No. 2: q sec \u003d 1.5 * 3717 / 86400 \u003d 0.0645m 3/With industrial enterprise No. 3: q sec \u003d 1.5 * 4217 / 86400 \u003d 0.0732 m 3/With locomotive depot: q sec \u003d 1.5 * 517 / 86400 \u003d 0.0089 m 3/With q sec \u003d 1.5 * 15 / 86400 \u003d 0.00026 m 3/With 3.2 Calculation for periodically operating objects
Estimated second costs for periodically operating objects are determined by the formula: q sec =Q max day /(3600*T consum ), m 3/ s (3) where: T consum - period of operation of the object in hours. The number of seconds in an hour. watering streets and green spaces: T consum =8 hours q sec \u003d 1551.9 / (3600 * 8) \u003d 0.0538 m 3/With Refueling of wagons: T consum =n trains *t trains ,
where: n trains - number of trains; trains =N wagons /15=317/15=21;trains - refueling time of one train (0.5 h); T consum \u003d 21 * 0.5 \u003d 10 hours. q sec =317/(3600*10)=0.00881 m3 /With 4. Preparation of the main distribution network for hydraulic calculation
Preparation of the main distribution network for hydraulic calculation consists in drawing up a design scheme for the supply of water by the network and preliminary distribution of water flows along its distribution lines. In ring networks, given water withdrawals can be provided with an unlimited number of options for distributing water over network sections. 4.1 Determination of travel expenses
Consumption per 1 running meter distribution network is called specific consumption: q oud = (q sec chpn + q sec pop )/å L; m 3/sec where: q sec chpn and q sec pop - total second consumption, respectively, for household and drinking needs and watering the streets; å L is the total length of the lines giving water, m; q oud \u003d (0.096 +0.0538) / 7619 \u003d 0.0000196 m 3/ sec Water flow given by each site q put , is determined by the formula: q put(i) =q beat* l i m 3/day where: l i - the length of each section of the distribution network Table 2. Distribution Network Travel Costs Section No. Section length li
