The ring network is used in settlements close in shape to a square or rectangle. In these networks, pipelines form one or more closed loops — rings. Thanks to the ringing, 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 certain sections: when the emergency section is switched off, the water supply to other lines of the network does not stop. They are less prone to accidents, as strong hydraulic shock does not occur in them. With the rapid closure of a pipeline, water entering it rushes to 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 the dead ends, but are made up of pipes of smaller diameter. The cost of ring networks is slightly higher than deadlocks. 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 is made, the ring distribution network is traced. In this section, it is proposed to calculate a double ring distribution network. For this purpose, pipelines are drawn on the territory of the water supply facility (village plan), connected to their ends and beginnings, forming closed loop rings, and water is supplied to large objects.

N.S. - pumping station

B - water tower

Then, as in the case of the dead-end network, nodes and sections are outlined on the ring network. Each network section 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 distributors in almost all of its sections, which means that they are all sections with travel expenses. The exception is only those areas where it is clearly impractical to disassemble the water. These can be sites supplying water to large water consumers (for example, a bathhouse, hospital, MTF, etc.). Further, when calculating ring networks, to simplify and facilitate hydraulic calculations, it is assumed that consumers take water only at the nodes of the network. This means that the travel expenses evenly distributed along the length are replaced by equivalent concentrated nodal expenses. Thus, the nodal costs for each node of the annular water supply network are determined by the formula:

where q beats - specific network flow rate, l / s per 1 running meter;

∑l is the total length of the route sections of the network adjacent to this node, m.

That is, the nodal flow rate q knots. equal to half the travel costs of all sections adjacent to the node.

The calculation of nodal expenses is summarized in table 4.

You can verify the correctness of the calculations and filling out the table as follows: the sum of all nodal expenses in column 4 of the table should be equal to the economic expense - q xo 3., And the sum of all full nodal expenses in column 7 should be equal to the maximum second consumption of the village. Table

The design scheme of the ring distribution network is drawn (Figure 11), on which in all its nodes on the arrows pointing down, the values \u200b\u200bof the full nodal costs are plotted from table 4. In the same scheme, only in the nodes of the rings, on the arrows pointing up, are the values total nodal expenses taking into account the flow rate of water consumed by individual large consumers. Then, in the design scheme, the arrows indicate the direction of water movement along the branches of the network so that the water to the water supply facilities moves along the shortest path (without return movement). A very important task is to determine the estimated costs for all sections of the ring distribution network, which will subsequently determine the pipe diameters and pressure losses. Setting the amount of expenses passing through the network sections, they are guided by two basic rules:

on equal highways should be sent approximately one
  the amount of water;

The costs so designated are usually called first

discount expenses.They are applied to the network design scheme.

According to the first estimated costs, the 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 the 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 should 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, a certain 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 costs of the lines, you should transfer part of the initial estimated flow from the overloaded branch, where the pressure loss is greater, to the underloaded one. In order to maintain a balance of costs in the nodes (the inflow to the node should 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 rate in the underloaded branch is increased by Aq, then the same value of Aq should be reduce flow passing over an overloaded branch. Consumption Aq is called correction flow.New expenses passing through the ring network sections are called fixed costs.The corrected costs are used to determine new head losses in the ring sections and calculate a new discrepancy. If the corrective flow rate is set correctly, then after correcting the initial costs, the ring will be tied, i.e. the algebraic sum of the pressure losses in the ring will not exceed the permissible. If after the first correction the ring does not fit, continue linking.

22. A ring network with its main elements (examples). Modern methods of hydraulic calculation. An annular 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 the ringing, 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 certain sections: when the emergency section is switched off, the water supply to other lines of the network does not stop. They are less prone to accidents, as strong hydraulic shock does not occur in them. With the rapid closure of a pipeline, water entering it rushes to 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 the dead ends, but are made up of pipes of smaller diameter. The cost of ring networks is slightly higher than deadlocks. Due to their high reliability, they are widely used in water supply. They fully meet the requirements of fire water supply.

The hydraulic calculation of the distribution network is carried out to determine the diameters of the pipes in all its sections and the pressure loss in them when applying the calculated flow rate. If the water supply is also intended for fire water supply, then the network is verified for the supply of fire water flow at the same time as drinking water.

N.S. - pumping station

B - water tower

Figure - Outline of the ring water supply network

After the calculation of the water consumption of the settlement is made, the ring distribution network is traced. In this section, it is proposed to calculate a double ring distribution network. For this purpose, pipelines are drawn on the territory of the water supply facility (village plan), connected to their ends and beginnings, forming closed loop rings, and water is supplied to large objects. Then, as in the case of the dead-end network, nodes and sections are outlined on the ring network. Each network section 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 distributors in almost all of its sections, which means that they are all sections with travel expenses. The exception is only those areas where it is clearly impractical to disassemble the water. These can be sites supplying water to large water consumers (for example, a bathhouse, hospital, MTF, etc.). Then, the specific consumption of the water supply network is determined. We take it from the section of calculating a dead-end network. Further, when calculating ring networks, to simplify and facilitate hydraulic calculations, it is assumed that consumers take water only at the nodes of the network. This means that the travel expenses evenly distributed along the length are replaced by equivalent concentrated nodal expenses.

Thus, the nodal costs for each node of the annular water supply network are determined by the formula:

q knot \u003d (q beats ∙ Уl) / 2

q beats - specific network flow rate, l / s per 1 running meter;

Yl put - the total length of all the route sections of the network

That is, the nodal flow rate q node is equal to half the total travel expenses of all sections adjacent to the node.

The calculation of nodal expenses is summarized in table 8.

You can verify the correctness of the calculations and filling out the table as follows: the sum of all nodal expenses in column 4 of table 8 should be equal to household expenses - q households, and the sum of all full nodal expenses in column 7 should be equal to the maximum second consumption of the village. The design scheme of the ring distribution network is drawn, on which the values \u200b\u200bof the full nodal expenses from the table are plotted in all its nodes on the arrows pointing down. In the same diagram, only in the nodes of the rings, on the arrows pointing upward, are the values \u200b\u200bof the total nodal expenses taking into account the flow rate of water consumed by individual large consumers. Then, in the design scheme, the arrows indicate the direction of water movement along the branches of the network so that the water to the water supply facilities moves along the shortest path (without return movement). A very important task is to determine the estimated costs for all sections of the ring distribution network, which will subsequently determine the pipe diameters and pressure losses. Setting the amount of expenses passing through the network sections, they are guided by two basic rules:

On equal highways, approximately the same amount of water should be directed;

The inflow to a node is equal to the outflow from this node plus nodal flow.

The expenditures so designated are usually called the first estimated expenses. They are applied to the network design scheme. According to the first estimated costs, the 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 the pressure losses in the branches of the rings is met, namely, in each ring of the water supply network, the pressure losses in the branch, where the water moves in one direction, should 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, a certain 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 costs of the lines, you should transfer part of the initial estimated flow from the overloaded branch, where the pressure loss is greater, to the underloaded one. To maintain a balance of costs in the nodes (the inflow to the node should 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 estimated flow in the underloaded branch is increased by a value, then the flow should be reduced by the same amount passing along an overloaded branch. The flow rate is called the correction flow rate. New expenses passing through sections of the ring network are called corrected expenses. The corrected costs are used to determine new head losses in the ring sections and calculate a new discrepancy. If the corrective flow rate is set correctly, then after correcting the initial costs, the ring will be tied, i.e. the algebraic sum of the pressure losses in the ring will not exceed the permissible. If after the first correction the ring does not fit, continue linking.

23. Water production from underground sources. The composition of the facilities, taking into account the quality of groundwater. Groundwater occurs at various depths and in various rocks. Having high sanitary qualities, these waters are especially valuable for household and drinking water supply in populated areas. Of greatest interest are the waters of pressurized aquifers, which are blocked from above by watertight rocks that protect the underground water from any contaminants from the surface of the earth. However, for the purpose of water supply, free-pressure underground waters with a free surface are often also used, which are contained in formations that do not have a waterproof roof. In addition, for water supply purposes, spring (key) waters are used, i.e. underground water that independently goes to the surface of the earth. Finally, in some cases, so-called mine and mine waters, i.e. underground water entering drainage facilities, are used for industrial water supply. for groundwater, the following types of structures are used:

1) tubular drilling wells (wells);

2) mine wells;

3) horizontal catchments;

4) radial catchments;

5) facilities for the capture of spring water.

Tubular drilling wells arrange by drilling in the ground vertical cylindrical channels - wells. In most rocks, the walls of the wells have to be reinforced with casing (most often steel) pipes forming a tubular well. Tubular wells are usually used with a relatively deep bed of aquifers and a significant thickness of these layers. In this regard, their characteristic feature is a relatively small diameter (facilitating the passage of a large thickness of the rocks) and a relatively large length of the catchment. Tubular wells can be used to receive both pressureless and pressure groundwater. And 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 the tubular well depends on the depth of groundwater, the nature of the 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-lying water (usually at a depth of not more than 20 m) from gravity aquifers. In rare cases, these wells are used to receive low-pressure water (with a slight deepening and low power of pressure aquifers). Typically, the reception of water in the mine wells is carried out through their bottom and partially walls. Mine wells are used to receive small amounts of water for individual use, as well as in water supply to rural areas, in temporary water supplies, etc. Mine 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 prefabricated from reinforced concrete rings. Shaft wells are usually constructed in a downward manner.

Horizontal catchments are used with a shallow depth of the aquifer (up to 5-8 m) and its relatively small thickness. They are different types of drainage or drainage galleries, laid within the aquifer (usually directly on the underlying water storage). The drainage device is often placed along a line perpendicular to the direction of movement of the soil flow. Water coming from the soil into drainage pipes or galleries is fed through them to a collection well, from where it is pumped out. All horizontal watershed structures can be divided into the following three groups:

1) trench catchments filled with stone or gravel;

2) tubular catchments,

3) drainage galleries

The radial catchment is an original and efficiently operating water intake structure, which has been successfully used to receive channel waters. Water is withdrawn by horizontal tubular drains located within the aquifers, radially attached to a prefabricated mine well. Radial water receivers are also used for the extraction of groundwater that does not have power from open reservoirs, provided that the aquifers of relatively small thickness lie at a depth of no more than 15-20 m. Radial drains are made of perforated (slotted) steel pipes and arranged by means of pressing ( links) from inside the mine well (or by drilling). Some of the methods for laying beam drains include pre-punching casing pipes into which drainage pipes are then inserted. After installing the latter, the casing is removed. With other methods, they drain directly drainage pipes equipped with a parabolic head, to which water is supplied under pressure, leaving the slots in the head and eroding the soil. The pulp is removed through a branch pipe into the shaft.

Springs, or keys, represent the natural exit of groundwater to the surface. Transparency, high sanitary qualities, as well as relatively simple ways to obtain spring water have led to its widespread use for 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 the supply of spring water to them. For large water supply systems, several groups of powerful springs are usually used simultaneously. There are two types of springs - ascending and descending. The former are formed when penetrating into the surface soil layers of pressure water as a result of violation of the strength of the waterproof rocks overlapping them. The second are formed as a result of wedging of non-pressure aquifers resting on waterproof rocks onto the earth's surface. Structures for receiving spring water (in accordance with the nature of their work) are called captive structures, and the process of collecting spring water is called the capturing of springs. These structures have a different device for the two types of springs. For capture of the ascending springs, the water intake structures are performed in the form of a reservoir or shaft constructed above the site of the most intense spring water outlet. Capturing downstream springs is carried out by arranging a kind of receiving chambers located at the site of the most intense spring water outlet. In some cases, perpendicular to the main direction of spring water movement for its interception and direction to the receiving chamber, structures are constructed in the form of "bridges" of retaining walls, etc. Sometimes horizontal drainage pipes or galleries are laid along these bridges, collecting water and facilitating its transportation to the reception the camera.

"Hydraulic calculation of ring water supply networks"

1. The source data

.1 Description of water supply design

It is necessary to calculate the water supply system of the settlement and the railway station.

Water supply of the railway village is provided by groundwater.

Water from the drainage gallery 1 enters the receiving tank 2 and from there to the pumping station 3 it is fed through the pressure line to the water tower 4, from which it then enters the ring water supply network 4-5-6-7-8-9, which supplies the village with water and The following industrial and household water consumers:

Figure 1. Water supply scheme:

Water supply

Receiving tank

Pumping station

Water tower

Station building and cranes for refueling passenger cars

Locomotive depot

Industrial enterprise №1

Industrial enterprise No. 2

Industrial enterprise No. 3

Water consumption for household and drinking needs and watering of streets and green spaces is evenly distributed along the axis of the distribution network.

1.2 input data for the calculation

1.The estimated number of inhabitants in the village is -22170 people.

2.Number of storeys - 10 floors.

.The buildings of the village are equipped with internal water supply and sewage without bathtubs.

.The station is filled daily with water -317 cars.

.Maximum daily water consumption:

industrial enterprises:

No. 1 - 3217, m 3/ day

No. 2 - 3717, m 3/ day

No. 3 - 4217, m 3/ day

Locomotive depot - 517, m 3/ day

6.Pipe lengths:

Land Marks:

Pumping 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 consumers in villages and cities are the population that spends 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 general improvement of the city.

Determination of daily water flow Q day :

· Locality:

Q wed \u003d N * q, m 3

Q max \u003d N * q * K max , m 3

where N \u003d 22170 people;

TO max \u003d 1.2; TO min = 0,8

q \u003d 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 \u003d N * q * K min \u003d 22170 * 0.2 * 0.8 \u003d 3547.2 m 3

The highest estimated daily consumption is the basis for the calculation of most structures of water supply systems.

· Watering the streets and green spaces:

Q \u003d N i * q floor m 3/ day

where N i - the number of inhabitants in the village;

q floor - the norm of water for irrigation per one inhabitant;

q floor \u003d 0.07 m 3/ day;

Q \u003d 22170 * 0.07 \u003d 1551.9 m 3/ day

· Car refueling:

Q \u003d N * q m 3/ day

where N is the number of cars;

q \u003d 1 m 3/ day;

Q \u003d 317 * 1 \u003d 317 m 3/ day

Estimated daily water consumption

№ Name of consumers Unit of measurement Number of consumers Water consumption rate, m 3/ day Daily consumption, m 3/ day Average accuracy On the day of the day, Average Daily on the day of the 1st Settlement man 222100.20.2 * 1.2 \u003d 0.2344345320.82 Watering the streets and green. Plantings No. 21700,070,071551,91551,93 Industrial enterprise №1red.132173217321732174 Industrial enterprise №2red.137173717371717175 Industrial enterprise №3red.142174217421742176 Locomotive å 19412,7

The free head for drinking water supply is determined by the formula:

N sv \u003d 10 + 4 (n-1) m. Water. Art. (one)

where n is the number of storeys of the building. N sv \u003d 10 + 4 (10-1) \u003d 46 m.water. Art. accept H sv \u003d 46 m. \u200b\u200bWater. Art.

3. The determination of the estimated second consumption of water

.1 Calculation for around-the-clock facilities

water supply locality

Estimated second water consumption is determined in l / day for individual categories of water consumption. It should be borne in mind that some water consumption points operate around the clock (village, industrial enterprises, railway station, depot), while others do not work part time (watering the streets and green spaces, refueling cars at the station).

The second consumption of water consumption facilities around the clock is determined by the formula:

q sec \u003d K hour * Q max day / 86400 m 3/ s (2)

where: K hour - coefficient of non-uniformity of hours (to hour =1,56),max - daily consumption per day of greatest water consumption;

The number of seconds in a day.

household drinking needs:

q sec \u003d 1.5 * 5320.8 / 86400 \u003d 0.096 m 3/with

industrial enterprise No. 1:

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 \u003d Q max day / (3600 * T rub ), m 3/ s (3)

where: T rub   - the period of operation of the object in hours.

The number of seconds per hour.

watering of streets and green spaces:

T rub \u003d 8 hours

q sec \u003d 1551.9 / (3600 * 8) \u003d 0.0538 m 3/with

Car refueling:

T rub \u003d n of trains * t the train ,

where: n of trains - number of trains; of trains \u003d N wagons /15=317/15=21;the train   - refueling time of one train (0.5 h);

T rub \u003d 21 * 0.5 \u003d 10 hours.

q sec \u003d 317 / (3600 * 10) \u003d 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 supplying water to the network and preliminary distribution of water flows along its distribution lines. In ring networks, specified water withdrawals can be provided with an unlimited number of options for distributing water over sections of the network.

4.1 Definition of travel expenses

The flow rate per 1 running meter of the distribution network is called the specific consumption:

q beats \u003d (q sec hp + q sec pop )/å   L; m 3/ sec

where: q sec hp 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 off water, m;

q beats \u003d (0.096 +0.0538) / 7619 \u003d 0.0000196 m 3/ sec

Water discharge given by each section q put is determined by the formula:

q put (i) \u003d q beats * l i m 3/ day

where: l i   - the length of each section of the distribution network

Table 2. Travel expenses of the distribution network

Lot numberLot length li

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Introduction

Conclusion

Bibliography

Introduction

A water supply and sanitation system is necessary for comfortable housing; the right choice of water supply and sanitation schemes ensures reliable, constant supply of water to consumers and the disposal of waste water. The aim of the course work is: determination of the estimated water flow rate, hydraulic calculation of the internal water supply network, selection of a water meter, determination of the estimated flow rate of sewage fluid, the designation of the diameters of the sewer pipes, the determination of the throughput of the sewer outlets and the yard sewer network.

On the instructions of the course work, it is necessary to design water supply and sanitation systems of a 6-story 36-apartment apartment building in the city of Mogilev:

Floor height - 3 m,

Basement height - 2.8 m.

Ground floor elevation - 97 m,

Ground elevation - 96 m.

The city water supply system with a diameter of 250 mm was laid at a depth of 94 m, the city water supply network with a diameter of 350 mm was laid at a depth of 93 m.

The depth of penetration into the ground of zero temperature is 1.2 m.

Warranty pressure in city water supply - 32.0 m.

1. Design of domestic water supply

The internal water supply of the projected building consists of an input located to the left of the building from the side of the city water supply, one water meter unit, a trunk line, risers and connections to water-folding devices. When designing an internal water supply system, we are guided by the instructions.

We depict water risers in circles and designate: StV1-1, StV1-2, etc.

From the city water supply on the plan we show the water supply to the building; water supply is carried out at the shortest distance perpendicular to the wall of the building. The input ends with a water meter assembly installed inside the building.

At the point where the input is connected to the external network of the city water supply, we arrange a well with the installation of a valve in it.

We put the input line on the general plan 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 meter assembly is located immediately behind the wall inside the basement. It consists of a water meter, shutoff valves in the form of valves or valves installed on each side of the meter, control and drain cock, connecting fittings and pipes. We use VK high-speed wing meter.

Guided by the location of the water risers and the location of the input, we trace the water supply distribution line. From the distributing line we make the connection d \u003d 25 mm to the watering taps placed in the niches of the external walls measuring 250 × 300 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’s perimeter.

In accordance with the location of the water risers, the distribution line, the water metering unit and the input, we draw an axonometric diagram of the internal water supply in a scale of 1: 100 along all three axes.

We install stop valves at the base of all risers in the building. We also install shutoff valves on all branches from the main line, on branches to each apartment, on connections to flushing sewer devices, in front of watering external taps. On pipelines with a conditional passage of less than 50 mm, we install valves.

The internal water supply scheme is the basis for the hydraulic calculation of the water supply network.

1.1 Hydraulic calculation of the internal water supply network

Water supply for drinking purposes is calculated in case of maximum economic water consumption. The main purpose of the hydraulic calculation of the water supply network is to determine the most economical pipe diameters for skipping the estimated costs. The calculation is performed on a dictating device. The selected design direction of water movement is divided into design areas. For the design section we take part of the network with a constant flow rate and diameter. Initially, we determine the costs in each section, and then make a hydraulic calculation. Estimated maximum water flow rates on individual sections of the internal water supply network depend on the number of installed and simultaneously operating water-folding devices 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 normative flow rate under the working normative 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. The hydraulic calculation of the water supply network should be done at the maximum second flow rate. The maximum second flow rate q, l / s, in the calculated area should be determined by the formula:

where q0 is the standard flow rate by one device, l / s.

The value q0 is taken according to the mandatory application 3. The value of b is taken according to Appendix 4.

The probability of action of devices P for network sections serving groups of identical consumers in buildings or structures should be determined by the formula:

where is the water consumption rate, 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 is 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 is the living area; f - sanitary norm of living space per person.

In residential and public buildings and structures for which there is no information on water consumption and technical characteristics of sanitary appliances, it is allowed to accept:

q0 \u003d 0.3 l / s; \u003d 5.6 l / h; f \u003d 12 m2.

After determining the estimated costs, we assign the diameters of the pipes in the calculated sections, based on the most economical water speeds. In the pipelines of domestic drinking water pipelines, according to the speed of water movement should not exceed 3 m / s. To select the 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

Settlement Number

The total loss in length is 16.963 m, input loss is 1.6279 m.

1.2 the selection of the meter accounting water consumption

We select a water meter (water meter) to pass the maximum estimated water flow (excluding fire flow), which should not exceed the largest (short-term) flow for this water meter.

The data for selecting a high-speed water meter are given in table. IV.I and table 4.

Loss of pressure hsv, m water. Art., in a winged water meter is determined by the formula:

where S is the resistance of the water meter, which is taken according to the table. IV.I and table 4; S \u003d 1.3m s2 / l2, q is the flow rate of water flowing 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 selected 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 hydraulic calculation of the internal water supply network, we determine the pressure required to supply the normative water flow to the dictating water drawer at the highest drinking water consumption, taking into account pressure losses to overcome the 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 \u003d 16.8 m.

Figure 1 - Determination of the required water pressure

hvv - pressure loss in the input; taken from table 1, hvv \u003d 1,6279m. hсв - pressure loss in the water meter; the value is determined by calculation in section 1.2; hsv \u003d 0.628 m.? hl - the sum of the pressure losses along the length of the calculated direction; is determined from table 1,? hl \u003d 16.96 m. 1.3 is a coefficient that takes into account pressure losses in local resistances, which for water supply networks of residential and public buildings take 30% of the pressure losses along the length; Hf is the free head of the dictating water intake device, taken from Appendix 2, Hf \u003d 3 m.

Htr \u003d 16.8 + 1.627 + 0.628 + 1.3 16.96 + 3 \u003d 44.10 m.

Since Htr \u003d 44.10 m\u003e Hgar \u003d 32.0 m, a booster pump installation is necessary.

2. Designing of internal and courtyard sewerage

2.1 the choice of the system and scheme of internal courtyard sewerage

The internal sewage system is designed for the removal of wastewater from buildings into external sewage networks. Design of the internal sewerage is carried out according to.

The internal sewage network consists of sewage receivers, drain pipes, sewer risers, outlets and a yard network.

We carry out the design of the internal sewerage network in the following order: on the building plans we apply sewer risers in accordance with the placement of sanitary devices. Sewer risers on all planes are marked with the symbols STK1-1, STK1-2, etc.

From sanitary devices to risers we trace the lines of branch pipes with an indication on the axonometric diagram of the diameters and slopes of the pipes. From the risers we trace the outlets through the wall of the building and show the location of the wells with the yard sewer line. On issues indicate the diameter, length and slope of the pipes. Sections of the sewer network are laid in a straight line. We change the direction of laying the sewer pipeline and connect the devices using fittings. Issues denote: Issue K1-1, K1-2, etc.

Sewer risers transporting wastewater from branch lines to the lower part of the building are placed in the bathrooms opposite the toilets at a distance of 0.8 m from the wall. For cleaning on 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 revision center, but less than 0.15 m above the side of the attached device.

The transition of the riser to the outlet is done smoothly using taps. We finish the release with the viewing well 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 sewage 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 most in-depth (dictating) issue in the building.

On the general plan of the site, we put a courtyard sewer line with all the viewing, turning and control wells. We designate viewing wells: KK1, KK2, KK3, etc. At 1m into the courtyard, we set the control well KK. At the place where the domestic sewer line joins the city sewer, we depict the city sewer well of the GKK. In all sections of the yard sewer line, we apply the diameters of the pipes and the lengths of the sections.

Selection of sewer risers.

The diameter of the sewer riser is chosen according to the value of the estimated flow rate of the waste fluid and the largest diameter of the floor pipeline that drains the effluent from the device with the maximum capacity. The sewer riser along the entire height should have the same diameter, but not the largest diameter of the floor taps connected to this riser [the toilet has the largest diameter of the drain pipe d \u003d 100 mm].

The internal sewage network is ventilated through risers, the exhaust part of which is discharged 0.5 m above the roof of the building.

2.2 determination of the estimated costs of wastewater

The diameters of the internal and courtyard sewage systems are determined on the basis of the estimated wastewater costs for the sites.

The estimated amount of wastewater from individual sanitary appliances, as well as the diameters of the discharge 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 action of the sanitary devices installed in them. To determine the estimated wastewater costs qs, l / s, coming into the sewer from a group of sanitary devices, at qtot? 8 l / s we use the formula:

,

where qtot is the total maximum calculated second flow rate of water in cold and hot water supply networks, qs0 is the flow rate of sanitary fixtures with a maximum water discharge, l / s, adopted in accordance with the mandatory Appendix 2.

For a residential building, the highest flow rate from the appliance (flushing the toilet bowl) qs0 \u003d 1.6 l / s.

The wastewater costs are determined by the sewer risers and horizontal sections of pipelines located between the risers and wells.

After determining the estimated costs of wastewater for sewer risers and horizontal sections of sewer networks, we assign the diameters of the sewer pipes.

2.3 the Construction of the longitudinal profile of the yard sewer

The required absolute elevations of the surface of the earth and the bottom of the pipe tray are taken from table 2 - calculation of the sewer network.

We draw a longitudinal profile of the yard sewer network next to the general plan with a horizontal scale of 1: 500, and a vertical 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 the pipe trays, slopes, the distance between the axes of the wells, the depths of the wells.

2.4 Hydraulic calculation of the outlets and piping of the domestic sewage system

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 estimated costs are skipped at a speed greater than self-cleaning, equal to 0.72 m / s. At a speed of less than 0.72 m / s, the suspension of solid suspension and clogging of the sewer line are possible.

We select pipes for the yard drainage network according to the applications.

According to the estimated flow rate and diameter, we select the slope of the sewer pipes.

Exhausts that discharge wastewater from risers outside the buildings into the courtyard sewer network are laid with a slope of 0.02 with a pipe diameter of 100 mm.

The diameter of the outlet is designed not less than the diameter of the largest of the risers attached to it.

The diameter of the pipes in the yard and intra-quarter network is 150 mm. We try to ensure that the yard network has the same slope throughout. The minimum slopes when laying a yard network are taken for pipes d \u003d 150 mm i \u003d 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 mark of the city drainage network is 93.00 m.

Table 2 - Hydraulic calculation of domestic sewage

Lot number

Land marks

Tray marks

Conclusion

As a result of coursework on the water supply and sanitation of a residential building, an internal water supply network was designed, as well as an internal and courtyard sewage network 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, a lead-in diameter of 50 mm, and a pressure loss of 16.96 m in length were adopted. A water meter was selected for the water supply system — a vane-type water meter with a resistance of S \u003d 1.3 m s2 / l2. When determining the required pressure, it was concluded that it is necessary to use a booster installation. When calculating the internal and courtyard sewage system, the layout and location of the sewer risers of the inspection wells was selected, the wastewater flow rate in the building was 4.916 l / s. In the hydraulic calculation of the outlets and pipelines of the domestic sewage system, the required diameters and slopes of the pipes were selected taking into account the speed of the wastewater and the filling of the pipes. The diameter of the sewer bends in the building is d \u003d 100 mm, the yard sewage d \u003d 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 sewage of a residential building. Method instructions for the implementation of coursework, utilities, 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 devices and gas supply to buildings. - M .: Stroyizdat. 1991.

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Hydraulic calculation of water supply and sewage 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. Definition of marks of trays of sewer pipes.

The design scheme of the water supply network repeats the configuration of the network in plan. It shows the design nodes - the place of water supply from NS-2, the place of connection of the water tower, the place of separation and confluence of flows, the points of connection of the largest consumers.

According to the methodology adopted for the calculation of water supply networks, water analysis from the network is carried out only in the design nodes. The value of these nodal costs is determined according to the schedule of water consumption separately for each water consumer.

Hydraulic calculation of the water supply system in fire extinguishing mode is carried out 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 industrial needs, fire-fighting costs are added to the network nodes that are most disadvantageous (the highest located and most distant from the supply point). The calculation task is to check the water supply network for the passage of increased water flow rates, determine the pressure loss and the required pressure at the starting point of the network (at NS-2). If a pump selected for normal operation is not able to provide the parameters required for fire fighting (Q and H), an additional fire pump may be provided.

There are two stages of fire fighting. At the first stage (its duration is 10 minutes), the NS-2 operates in the normal mode, the fire reserve of water 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 used for fire fighting.

At the second stage, it is believed that the water supply in the tank is completely exhausted, and the supply is carried out only from fire pumps to the NS-2. Usually only the second stage of fire fighting is calculated. The water supply to the network from NS-2, l / s, is determined by the formula

where - total water consumption per hour of maximum water consumption by all consumers according to the statement of water consumption, l / s; - water consumption for fire fighting 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 performed according to the same formulas as the calculation of pump-hose systems (2.1) - (2.3). The water consumption in the network section is equal to the sum of the nodal expenses of all nodes receiving water in this section. Data on the hydraulic resistance of the pipes of the water supply network are given in table. 4.1.

Table 4.1

Values \u200b\u200bof the calculated specific resistances of pipelines A, s2 / m6, (for Q, m3 / s) at v і 1.2 m / s

Diameter mm	Steel tubes	Cast iron pipes	Asbestos cement pipes

Unlike a dead-end ring network is a system of parallel-connected highways, the distribution of water between these highways requires a separate calculation. In this case, the laws of Kirchhoff are used.

According to the first law, the algebraic sum of expenses in 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 the pressure losses in the ring is zero - the sum of the pressure losses in the areas with a clockwise direction is equal to the sum of the pressure losses in the areas with a counterclockwise direction.

In engineering practice, during hydraulic calculation of the water supply system in the fire extinguishing mode, preliminary flow distribution is performed over 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 implementation 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 residual Dh, is not only non-zero, but can be very significant. Redistribution of flows is required. To obtain the equality Sh \u003d 0 or Dh \u003d 0 over the sections of the ring in the direction opposite to the residual sign, the coupling flow Dq is skipped, which is approximately determined

where s \u003d Al are the hydraulic characteristics of the ring sections; q - preliminary costs in the plots.

New revised costs at the sites are determined

In multi-ring networks, according to this method, correction costs for each ring and specified expenses for all sections are determined, but due to the proximity of formula (4.3) and the presence of adjacent sections included simultaneously in two adjacent rings, it is not possible to immediately obtain a residual Dh \u003d 0 in all rings . Several rounds of linking calculations are required. With a large number of rings, such calculations are very laborious, and computer programs are used to perform them. The accuracy of the calculations is considered sufficient if the discrepancy in all the rings does not exceed 0.5 m.

According to the results of the calculation of the network in fire extinguishing mode, the required pressure of the fire pump is determined

where is the mark of the earth at the dictating point - usually the node where the flows converge in the fire fighting mode or at the highest point, m; - the required free head when fighting a fire, taken 10 m; - total pressure loss in fire fighting mode from NS-2 to the dictating point; - the mark of the minimum water level in the RF, m, is assigned 2 ... 4 m below the surface of the earth in the area of \u200b\u200bNS-2.

The performance of the fire pump should meet the needs per hour of maximum water consumption of all water consumers, plus the total estimated fire water flow, is determined by the formula (4.2).

Example. Perform the 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. Construction of buildings up to two floors high inclusive. Residential and public buildings have volumes up to 1 thousand m3. Industrial buildings without lights 50 m wide have a volume of 10 thousand m3. The degree of fire resistance of buildings is II, the category of premises for fire safety is B. The general plan of the village, the scheme of water supply networks and the diameters are shown in Fig. 4.3, nodal expenses - in fig. 4.4, cast iron pipes. NS-2 is located 2 km from the village at a land level of 40.0 m, the water conduit is made in 2 strands. Total water consumption for drinking and industrial needs per hour of maximum water consumption of 170.0 l / s.

fire fighting hydraulic water supply network

Fig. 4.3. Water supply network diagram

Fig. 4.4. Preliminary design of the water supply network for fire fighting

Decision. In accordance with the number of inhabitants in the table. 5 adj 1, the estimated number of simultaneous fires is set to 2. Water consumption for external fire extinguishing per fire 10 l / s. According to the table 6 adj 1, the water flow rate per fire in residential and public buildings is 10 l / s, which does not exceed the previously assigned flow rate. In accordance with the given parameters of industrial premises according to the table. 7 adj. 1, the water consumption 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 expense of 15 l / s, the second - in residential buildings - 10 l / s. Water analysis for extinguishing both fires was assigned in node IV - the most distant from the feeding point (in node I) and located at a fairly high ground level (50.7 m). In the network design diagram (Fig. 4.4), the flow rate for extinguishing two fires has been added to the nodal flow rate in node IV. The total water supply in fire fighting mode is 195.0 l / s.

The hydraulic calculation of the water conduit is reduced to determining the pressure loss when the design flow is skipped. Both water lines have the same diameters of 300 mm and length - the total flow is distributed evenly at 97.5 l / s. According to the table 4.1 determined the specific resistance of the pipeline A \u003d 0.9485 s2 / m6. The pressure loss in the water conduit is determined by the formula (2.2).

Based on the analysis of the configuration of the ring network and the values \u200b\u200bof the nodal expenses, a preliminary distribution flow was performed in compliance with the 1st Kirchhoff law (see Fig. 4.4). Hydraulic calculation is performed in tabular form (table. 4.2). In sections 4 and 5, the costs are directed counterclockwise and recorded with a minus sign.

Table 4.2

Hydraulic calculation table

		Pre flow distribution
SUM (ABOVE) 0.693

The calculation showed that during the preliminary distribution flow, the right branch was overloaded and the residual of 4.08 m exceeded the permissible value of 0.5 m. The binding flow rate was determined by formula (4.3).

Costs are adjusted by the value of Dq in the clockwise direction (table. 4.3). The calculation is framed as a continuation of the previous table.

Table 4.3

Continuation of the hydraulic calculation table

The residual value is satisfactory, the resulting costs can be considered calculated. The calculation results are presented in Fig. 4.5.

Fig. 4.5. The final design of the water supply network for fire fighting

The required pressure of the fire pump is determined by the formula (4.5). At the same time, the land mark at dictating point IV horizontally on the master plan is defined at 50.7 m, the minimum water level mark in the RFF is assigned 2 m below the land mark according to the initial data of 38.0 m. Total pressure losses in fire fighting mode from NS-2 to dictating points are defined as the sum of the pressure losses in the water conduit and losses in any branch of the ring network from the supply point to the fire fighting point.

According to this pressure and previously calculated capacity of 195 l / s, the brand of the fire pump is selected.