Introduction

In this course project, the external water supply network of the settlement and the railway station was calculated and designed.

The project is based on the following initial data: the plan of the settlement and the railway station in horizontal lines, general information about water consumers, the estimated density of inhabitants in the settlement, the characteristics of the sanitary equipment of buildings, the number of storeys of the building, water consumers at the railway station and industrial enterprises, the depth of freezing soil and groundwater.

Soils on the territory of the settlement, the railway station and along the route of water conduits are represented by loams. ground water lie at a depth of 2.9 m. The depth of soil freezing is 1.4 m.

The settlement has a five-story building. All buildings are equipped with water supply, sewerage and centralized hot water supply. In the settlement, the main consumers of water are the population (numbering 29110 people), a bathhouse, a laundry, an industrial enterprise, and a large amount of water is spent on watering streets, sidewalks, green spaces and driveways.

At the railway station, the main consumers of water are the locomotive depot, compressor room, boiler room, house locomotive crews, passenger building (station). Water is also used for refueling and washing of wagons (passenger and freight), as well as for washing of locomotives.

The designed water supply system belongs to the first category of water supply reliability, because provides fire extinguishing. The project adopted an integrated water supply system.

The water supply network of the settlement and the station is designed according to the ring scheme, arranged from plastic pipes within the locality, cast iron pipes at the railway station, steel pipes when laying under the tracks. It consists of trunk and distribution lines. Only the backbone network is calculated in the project. As a result of the hydraulic calculation of the network, the actual flow distribution of water over all its sections is established, and the pressure losses on them are determined for the accepted pipe diameters. The hydraulic calculation of the water supply network for the hour of maximum water consumption, coinciding with the fire, was made on a computer. As a result of this calculation, the calculated pipe diameters are used. Also, using the hydraulic calculation of the network on a computer, piezometric marks are determined in all nodes of the network in relation to each design case. Based on these data, a longitudinal profile of the main trunk line passing through the dictating point of the network is constructed.

Minimum Diameter pipes in the village - 140 mm, and on the railway. stations - 150 mm.

The maximum daily consumption in the settlement and at the railway station is 19519.02 m 3 . Water consumption for fire extinguishing is assumed: 2 fires in the settlement at 25 l / s and 15 l / s in the depot. In addition, the water consumption for internal fire extinguishing in the depot was taken in the amount of 5 l/s. The total water consumption for fire fighting is 62.5 l/s. The project also found the maximum hourly flow rate of 1206.51 m 3 corresponding to the time from 8 to 9 o'clock.

The water supply network is designed for two cases of work:

1) the operation of the water supply network at the hour of maximum water consumption of the day of maximum water consumption.

2) the operation of the water supply network at the hour of maximum water consumption of the day of maximum water consumption, taking into account fire-fighting consumption.

The second water flow per hour of maximum water consumption is 353.8 l/s, and the fire-fighting flow rate per hour of maximum water consumption is 407.2 l/s.

According to the calculations, a graph of water consumption by hours of the day was built (Fig. 1). On the same schedule, the water supply schedule of the WPS II is plotted and a stepwise operation is designed pumping station. Accepted: K I \u003d 5.36% Q days, t 1 \u003d 9 hours in the period from 6 to 13, from 15 to 17; K II \u003d 3.45% Q day, t 2 \u003d 15 h in the period from 0 to 6, from 13 to 15, from 17 to 24. In this case, the regulating volume of the water tower is: W reg \u003d 482 m 3.

The water tower is installed at the highest point of the settlement. The height of the water tower H WB = 32.56 m. A standard tank for a water tower with a capacity of W WB = 500 m 3 was adopted for the installation. Tank diameter: D b = 10 m. Tank height: h b = 7 m.

In the project, a hydraulic calculation of the ring water supply network was performed according to the method of V. G. Lobachev - H. Kross for an hour of maximum water consumption and a hydraulic calculation of the network for an hour of maximum water consumption, taking into account the supply of fire-fighting flow using the WS2 program (Water supply network, 2nd version).

Determination of estimated daily water consumption

We rely on the water supply network to supply the required amount of water per day of the highest water consumption. For a settlement and a railway station, this expense includes daily consumption for household and drinking needs of the population; the highest estimated water consumption for production needs industrial enterprises and railway station; expenditure on household and drinking needs of workers during their stay at work; water consumption for watering streets and green spaces.

All calculations to determine the estimated daily water consumption are summarized in Table 1.

To fill in Table 1, we use the following calculation formulas and normative data , .

1) The average daily water consumption Q cy t cf for household and drinking needs of the population is determined by the formula, m 3 / day:

Q cy t cf = ,

Where q- specific water consumption, taken by , q\u003d 0.6 * 290 \u003d 174 l / day (build-up of a building equipped with internal water supply and sewerage with centralized hot water supply); q accepted according to SNiP 2.04.02-84 (Appendix 1 of the methodical code), depending on the degree of well-being of the settlement, climatic conditions and sanitary equipment. For buildings equipped with internal plumbing with centralized hot water supply, it is 230 - 350 l / s, in the project it is assumed to be 290.

With a centralized hot water supply system with direct water extraction from heating networks, up to 40% of the total water consumption is supplied from the heat supply network. Therefore, we accept the water consumption rate with a coefficient of 0.6

N- estimated number of residents in residential areas, pers.

The calculation of the estimated number of residents in residential areas is carried out according to the following formula:

N well = ρ∙F

Where ρ is the given population density, persons/ha; on assignment ρ = 201 people/ha;

F- the area of ​​residential development of the settlement, ha, (excluding the area of ​​roads, driveways, green spaces, the territory of enterprises). We determine according to the plan of the settlement.

F= 145.55 ha;

N\u003d 200 * 145.55 \u003d 29110 people;

Q cy t cf = 0.174 * 29110 = 5065.14 m 3 / day.

Maximum daily consumption Q days. max for household and drinking needs of the population is determined taking into account the coefficient of daily uneven water consumption K day. max according to the formula, m 3 / day:

Q day max \u003d K day max * Q day.av = 1.2 * 5065.14 \u003d 6078.17; m 3 / day

where K days. max is a coefficient that takes into account the way of life of the population, the mode of operation of enterprises, the degree of improvement of buildings, changes in water consumption by seasons of the year and days of the week, we take equal to 1.2 (by assignment).

2) The amount of water for the needs of the local industry, which provides the population with food, and unaccounted expenses are taken additionally in the amount of 10% of the water consumption for household and drinking needs of the population.

Water consumption by baths and laundries is concentrated and characterized by significant values, so we allocate them in separate nodes on the network. The daily costs of these water consumers are determined by the formulas, m 3 / day:

for a bath

where 5 is the number of places in the bathhouse per 1000 inhabitants per hour;

100 - the amount of linen to be washed per shift per 1000 inhabitants, kg;

t b - the duration of the bath per day, t b \u003d 16 hours, because the bath is open from 7 am to 11 pm;

q b - water consumption rate per 1 visitor; accepted according to SNiP 2.04.01-85 (for washing in soapy water with basins on benches and rinsing in the shower q 6 \u003d 0.18 m 3);

for laundry

where n cm is the number of laundry shifts per day, n cm = 2;

q n - water consumption rate per 1 kg of linen; taken according to (for mechanized laundries q n - 0.075 m 3).

3) The average and maximum daily water consumption for CHP is determined by the same method as for the population, assuming the rate of specific water consumption with a coefficient of 0.4.

q w = 0.4 * 290 = 116, l / day.

Q days cf \u003d q w * N w / 1000 \u003d 116 * 29110/1000 \u003d 3376.76 m 3 / day.

Q day max \u003d K day max * Q day.av = 1.2 * 3376.76 \u003d 4052.11 m 3 / day.

4) The daily water consumption of the railway station is determined separately for all water consumers specified in the course project. Table 1 shows the main consumers of water at the railway station and the water consumption rates for them.

The norms of water consumption for the technical needs of other consumers of the railway station are accepted according to Appendix 2.

When developing a course project, water consumption for the technological needs of a boiler house, compressor, locomotive and wagon depot is given in the assignment.

The consumption of water for household and drinking needs of depot workers and for taking a shower during their stay at work is taken into account in addition to the household and drinking water consumption of the population of the village. These additional expenses are 0.045 m 3 per 1 person per shift in hot shops and 0.025 m 3 per 1 person in cold shops.

The hourly water consumption for 1 shower net is taken to be 500 liters with a shower duration of 45 minutes (during this time, the flow rate is 0.375 m 3 / day) after the end of each shift.

The number of shower screens is determined by the estimated number of people per shower screen working in a shift, depending on the groups of sanitary characteristics of production processes. For group I of the sanitary characteristics of production processes, the estimated number of people per 1 shower net is 5, and for group IIb - 3 (i.e. for cold shops we take 5 people per 1 shower net, and for hot shops - 3, according to the characteristics).

By the maximum number shower nets m we determine the water consumption for the shower needs of workers on the first shift according to the formula, m 3 / shift:

Q shower Ι \u003d 0.375 * m (m is the number of grids)

Water consumption for shower needs of other shifts is determined by the ratio of shift workers, m 3 / shift:

Q showerΙΙ = Q showerΙ Q showerΙΙΙ = Q showerΙ

Where n Ι , n ΙΙ , n ΙΙΙ- the number of shift workers.

The number of shower nets in the house of locomotive crews is determined by the average hourly number (per day) of locomotive train crews arriving at the depot, with a coefficient of 1.2 for the uneven approach of trains. In the house of locomotive crews, two shower nets are installed, the daily water consumption through which is 0.5 ∙ 2 ∙ 24 \u003d 24 m 3 (0.5 m 3 - hourly consumption per 1 shower net; 24 hours - the number of hours of operation of shower cabins per day ).

5) The daily water consumption by an industrial enterprise is determined by the same method as for a locomotive or wagon depot. Sanitary characteristics group production process the enterprise is given in the assignment and belongs to group I in (because according to the assignment, the enterprise has only cold shops).

6) The maximum daily water consumption for irrigation is determined by the number of inhabitants and the specific average daily water consumption for irrigation at the rate of 50 - 90 l / day per 1 inhabitant.

We accept in the project 70 l / day per 1 person.

Q irrigation max = 70 * N w * n p / 1000 = 70 * 29110 * 2/1000 = 4075.4 m 3 / day

Q irrigation.av = Q irrigation.max * n irrigation / 12 = 4075.4 * 6/12 = 2037.7 m 3 / day,

where n p is the number of waterings per day, depending on climatic conditions, we accept 2 times / day;

n watering - the number of months of watering in a year, we accept 6 months.

Determine Estimated Costs cold water(daily, m3/day; average hourly, m3/hour; maximum calculated second flow rate, l/s; maximum hourly flow rate, m3/hour) at the entrance to the building and select a water meter

Determine the second and hourly water consumption for a residential building with centralized hot water supply with the number of apartments n sq. = 30 and the average occupancy V o = 4.5 people / m 2, the number of consumers U = V o n sq. = 4.5 30 = 135 people. Each apartment has the following sanitary equipment: bathtubs, 1700 mm long, washbasin, toilet bowl, sink.

1. Set the number of taps in the building

N tot \u003d N \u003d 4 * 30 \u003d 120;

2. In accordance with app. 3 SNiP 2.04.01-85* water consumption rates per consumer per hour of highest water consumption is:

q tot hr,u = 15.6 l/h; - general

q h hr,u = 10 l/h; - hot water

q c hr,u = 15.6 - 10 = 5.6 l/h. - cold water

3. According to the same table, the rate of water consumption by a sanitary appliance:

qtot o = 0.3 l/s (qtot o,hr = 300 l/h); - general

q c o = 0.2 l/s (q c o,hr = 200 l/h); - cold water

4. We determine the second probability of the action of devices according to the formula:

5. We find the value of the product NP and, according to Appendix 4 of SNiP 2.04.01-85*, the values ​​of the coefficients b. Intermediate values ​​b are found by exact interpolation.

N c P c \u003d 135 * 0.0078 \u003d 1.053 b c \u003d 0.99656;

NP = 1.05 b = 0.995

NP = 1.10 b = 1.021

6. Determine the maximum second flow of cold water:

q c = 5*q c o ? b c \u003d 5? 0.2? 0.99656= 0.99656 l/s;

7. Let's determine the hourly probability of the devices operation by the formula:

8. We find the value of the product NP hr and, according to Appendix 4 of SNiP 2.04.01-85*, the values ​​of the coefficients b hr. Intermediate values ​​of b hr are found by exact interpolation.

N c P c hr \u003d 135 * 0.028 \u003d 3.78; b c hr = 2.102288;

NP hr = 3.7 b = 2.102

NP hr = 3.8 b = 2.138

9. Determine the maximum hourly consumption of cold water in m3 / h according to the formula:

q with hr = 0.005*q with o,hr ? b with hr \u003d 0.005? 200? 2.102288 \u003d 2.102288 m 3 / h

10. From Appendix 3 of SNiP 2.04.01-85* you can find:

300 - 120 = 180 liters per day of peak consumption.

11. The average hourly consumption of cold water, m3 / h, for the period (day, shift) of maximum water consumption T, h, is determined by the formula:

q T = = = 1.0125 m 3 / h

Draw circuit diagram water supply of the village. Describe the purpose of the main elements of the system

Settlement water supply device

For water supply settlements use water from open reservoirs (rivers, lakes) or from underground sources. Water from open reservoirs contains pathogenic bacteria and various impurities, therefore, it requires cleaning and disinfection. Groundwater usually does not require such treatment. When designing water supply systems, the technical and economic requirements imposed on it are also taken into account: 1) ensuring the needs of the settlement in water during the hours of its maximum consumption; 2) arrangement of main and intra-quarter water networks providing water supply to all commissioned facilities; 3) low cost of water supplied to consumers; 4) creation of an operational service, the task of which is to ensure the required sanitary-hygienic and technical level of water supply to the settlement.

The intake of water from the river is usually carried out upstream (counting along the river) of settlements or industrial enterprises, which reduces the pollution of the water entering the water intake. Then it enters the coastal well 3 through a gravity pipeline 2 and is sent by pumps of the first lift 4 to settling tanks 5, where most of the suspended solids contained in it fall out of the water. Acceleration of the process of sedimentation of suspensions is achieved by adding coagulants to water - chemical substances, which react with the salts contained in the water, resulting in the formation of flakes. The latter are quickly deposited in water and entrain suspended particles. Further, the water flows by gravity to treatment facilities 6, where it is first filtered through a layer of granular material ( quartz sand) in filters, and then disinfected by adding liquid chlorine to it.

For this purpose, ozonation plants are used, which have a greater bactericidal effect and give water higher taste qualities than its chlorination (ozone is obtained from the air by means of electrical discharges).

Purified and disinfected water flows into reserve tanks 7, from where pumps of the second lift 8 pump water into the main conduits 9, the water tower 10 and then through the main 11 and distribution pipelines 12 water enters the buildings to consumers.

For the intake of underground water from aquifers, tubular wells are arranged - wells fixed with a column of steel pipes.

Above the well they make a superstructure in the form of a pavilion. In the lower part of the well, a filter is arranged through which water flows. The lifting of water is usually carried out by centrifugal pumps, which supply it to collection tanks or directly to the water supply network.

Water supply networks are made of steel, pressure, cast iron, reinforced concrete and asbestos-cement pipes. The equipment of these networks are valves that serve to turn off individual sections of the network in case of repair or an accident; fire hydrants, which serve to receive water through them to extinguish fires, and collapsible columns.

Household and drinking water pipelines with a pipe diameter of not more than 100 mm are allowed to be arranged as dead ends (in the form of a number of separate branches). With large diameters of the network, it is arranged with a ring, consisting of several closed rings (Appendix 1); the ring network provides uninterrupted water supply to all consumers even if it is damaged at any point.

ventilation building water supply sewerage

Task 3. Describe the devices of the internal sewer network, its structural elements, their purpose. Specify connecting shaped parts of sewer networks

The process of formation of the minimum runoff on large, medium and small rivers has a number of features, therefore, methods for determining the calculated minimum expenses for small rivers differ from the calculation of large and medium ones.

Large, medium and small include rivers with a catchment area of ​​more than 75,000 km 2, from 75,000 to 10,000 and less than 10,000 km 2, respectively.

Estimated minimum water flow (m 3 / s):

Q p \u003d Q 80% ʎ p , (123)

where Q 80% is the minimum 30-day (average monthly) flow rate (m 3 /s) with an annual probability of exceeding p=80%; ʎ p - transition coefficient from the minimum flow rate with 80% security to the flow rate with another security; determined according to the table given in SP 33-101-2003.

For large and medium rivers, the minimum 30-day flow (m 3 / s):

Q 80% \u003d 10 -3 q 80% F, (124)

where q 80% - minimum 30-day runoff module with an annual probability of exceeding 80%, l / (s km 2); F - catchment area, km 2.

The minimum 30-day module of water runoff with a probability of 80% for the summer-autumn and winter periods is found from the rivers - analogues or from the maps of SP 33-101-2003 for the center of gravity of the estimated basin by interpolation between the runoff isolines.

For small rivers with a catchment area smaller than indicated in table 17. 4. 1, but not less than 20 km 2 for humid areas and 50 km 2 for areas of insufficient moisture, the minimum 30-day flow rate of 80% of the security is determined by the empirical formula (m 3 /With):

Q 80% \u003d 10 -3 a (F + f 0) n (125)

where a, f 0 , n - parameters determined depending on geographical areas according to the table SP 33-101-2003; F- river catchment area, km 2.

Table 7 Largest areas(km 2) catchment areas of small rivers

Districts according to the maps of SP 33-101-2003	Summer-autumn period	winter period	Districts according to the maps of SP 33-101-2003	Summer- autumn period	winter period
A			G
B			D
IN			E

Questions for self-control

1. Determination of the estimated minimum water flow rates in the presence of hydrometric data.

2. Determination of the estimated minimum water flow rates in the absence of hydrometric data.

Bibliography

Main

1. Mikhailov, V. N.

2. Bondarenko, Yu. V.

Additional

1. SP 11-103-97.

2. SP 33-101-2003.

3. GOST 19179-73

4. Bondarenko, Yu. V.

5. Databases, information and reference search engines:

http://elibrary.sgau.ru/;

REFERENCES

1. Kozhemyachenko, I. V. Hydrometry. [Text]: studies. allowance / I. V. Kozhemyachenko, Yu. V. Bondarenko, O. V. Gutsol, O. N. Zhikhareva. - FGOU VPO "Saratov State Agrarian University"; Saratov, 2010. - 160 p. - ISBN978-5-7011-0603-9.

2. Kozhemyachenko, I. V. Hydrometry. [Text]: method. allowance for laboratory work/ I. V. Kozhemyachenko, S. V. Zheludkova. - FGOU VPO "Saratov State Agrarian University"; Saratov, 2009. - 61 p.

3. Zakharovskaya, N. N. Meteorology and climatology [Text] / N. N. Zakharovskaya, V. V. Ilyinich. - M.: Kolos, 2005. - 127 p. - ISBN5-9532-0136-2.

4. Bondarenko, Yu. V. Climatology, meteorology and hydrology. [Text]: studies. allowance / Bondarenko Yu. V., Afonin V. V., Zheludkova S. V. - FGOU VPO "Saratov State Agrarian University"; Saratov, 2010 - 183 p.

5. Mikhailov, V. N. Hydrology. [Text]: studies. for universities / V. N. Mikhailov, A. D. Dobrovolsky, S. A. Dobrolyubov. - 3rd ed., erased. - M .: Higher. school, 2008. - 463 p. - ISBN978-5-06-005815-4.

6. Zheludkova, S. V. Meteorology and climatology. [Text]: method. instructions for settlement and graphic work. / S. V. Zheludkova, D. S. Mayorova. - FGOU VPO "Saratov State Agrarian University"; Saratov, 2010. - 68 p.

7. Bondarenko, Yu. V. Meteorological observations (Organization, production, analysis). [Text]: studies. allowance / Bondarenko Yu. V., Zheludkova S. V., Levitskaya N. G., Kiseleva Yu. Yu. - Saratov.: Publishing Center "Nauka", 2012. - 61 p.

8. Bondarenko, Yu. V. Methods of field hydrological and meteorological studies. [Text]: studies. allowance / Yu. V. Bondarenko. - 2nd ed. add. and Spanish - Saratov.: Publishing Center "Nauka", 2011. - 202 p. - ISBN 978-5-9999-0885-8.

9. Levitskaya N. G. Fundamentals of agrometeorology. [Text]: studies. allowance. / N. G. Levitskaya, Yu. V. Bondarenko. - Saratov.: Saratov source, 2012. - 150 p. - ISBN978-5-91879-163-9.

10. SNiP 23-01-99. Building climatology [Text]. – M.: Gosstroy RF, 1999.

11. SP 11-103-97. Engineering and hydrometeorological surveys for construction [Text]. - M .: Gosstroy RF, 1997

12. SP 33-101-2003. Determination of the main hydrological characteristics [Text]. – M.: Gosstroy RF, 2004

13. GOST 19179-73. Land hydrology. Terms and definitions [Text]. - M .: Gosstandart of the USSR, 1988

14. Khromov, S. P. Meteorology and climatology [Text] / Khromov S.P., Petrosyants M.A. - 6th ed., revised. and additional - M.: MGU, 2004. - 582 p. - ISBN 5-211-04847-4. - ISBN 5-9532-0267-9.

15. Databases, information and reference and search systems:

SSAU Electronic Library - http://library.sgau.ru;

Scientific digital library - http://elibrary.sgau.ru/;

Electronic data of Roshydromet: http://meteorf.ru;

Electronic data of the State Hydrological Institute - http://www.hydrology.ru.

Introduction …………………………………………………………………………………….
Lecture 1. Subject, goals and objectives of the course "Climatology and Meteorology"
1. 1. Subject and objectives of the course "Climatology and Meteorology" ……………………..…..
1. 2. Composition and structure of the atmosphere ………………………………………………………..
Lecture 2. Radiation regime of the atmosphere ….………………………………………
2. 1. Solar radiation and radiation balance of the earth's surface ……………….
2. 2. Thermal regime of the atmosphere ………………………………………………………….
2. 3. Characteristics of air humidity. Precipitation and snow cover ………………….
Lecture 3. General circulation of the atmosphere. Weather forecast ………………………..
3. 1. Atmosphere pressure. Cyclones and anticyclones ………………………………….
3. 2. Wind and air currents in the atmosphere ……………………………………………
3. 3. air masses atmospheric fronts ………………………………………………
3. 4. Weather forecast ………………………………………………………………………..
3. 5. Dangerous phenomena weather ……………………………………………………………..
Lecture 4. Climate and factors of its formation …………………………………….
4. 1. Main factors of climate formation ………………………………………………
4. 2. The concept of macro-, meso- and microrelief …………………………………………………
4. 3. Classification of climates ………………………………………………………………..
4. 4. Climatic zones globe and Russia ………………………………………
4. 5. Anthropogenic impact on climate …………………………………………………..
Lecture 5. Subject and objectives of the course "Hydrology" ……………………………………
5. 1. Subject of hydrology. The importance of hydrology for the country's economy. Communication with other sciences ……………………………………………………………………………
5. 1. 1. Subject of hydrology …………………………………………………......................
5. 1. 2. Importance of hydrology for the national economy …………………………………….
5. 1. 3. Connection of hydrology with other sciences ……………………………………………..
5. 2. Brief historical information about the development of hydrology …………………………..
5. 3. Thermal and water balances ………………………………………………………….
5. 3. 1. Water resources Earth ……………………………………………………………..
5. 3. 2. The water cycle in nature ………………………………………………………..
5. 3. 3. Heat and water balances ………………………………………………………….
5. 4. Hydrological regime and its characteristics ……………………………………..
Lecture 6
6. 1. The river system and its hydrographic characteristics ….………………………..
6. 2. Watershed and river basin …………………………….……………………………….
6. 3. Valley and river bed …………………………………………………………………..
6. 4. Longitudinal profile of the river ……………………………………………….....………..
6. 5. Cross profile of the river. Transverse circulation ……………………………....
Lecture 7. Organization and methods of hydrometric surveys …..……………...
7. 1. Subject and tasks of hydrometry ………………….…………………………………...
7. 2 Organization and methods of hydrological research …..………………………...
7. 3. Observations of water levels ………………………………...…………………….
7. 4. Depth measurement ……………………………………………………………………..
Lecture 8
8. 1. Measurement of water flow rates …..……………………………………………...
8. 2. Measurement of water consumption ………………………………………………………………..
8. 3. Determining the relationship between flow rates and water levels …………………...
8. 4. Measurement of water flow in irrigation and drainage systems ……………………..
Lecture 9
9. 1. Water erosion ……………………………………………………………………….....
9. 2. River load: types, calculation procedure …………………………………………………
9. 3. Channel processes ………………………………………………………………………
Lecture 10. Genetic and stochastic methods. Their application in hydrological calculations ………………………………………………………………….
10. 1 General information about hydrological calculations ……………………………………...
10. 2. Annual flow rate ………………………………………………………………..
10. 3. Calculation of the annual runoff rate in the presence of hydrometric data.......
10. 4. Calculation of the norm of annual runoff in case of insufficient hydrometric data .............................................................. ................................................. ...............................................
10. 5. Calculation of the annual flow rate in the absence of hydrometric data .............................................................. ................................................. ................................................. .........
Lecture 11. Empirical and analytical security curves ……………..
11. 1. Using the methods of probability theory and mathematical statistics ……
11. 2. Variability of annual runoff ……………………………………………………….
11. 3. Availability of hydrological characteristics ………………………………..
11. 4. Distribution curves. Provision curves ………………………………….
Lecture 12
12. 1. Analytical security curves ……………………………………………
12. 2. Determination of the parameters of the analytical curves of the availability of runoff ………..
Lecture 13
13. 1. General information ……………………………………………………………………...
13. 2. Calculation of intra-annual runoff distribution if data are available hydrometric observations …………………………………………………………....
Lecture 14
14. 1. Real year method ………………………………………………………………..
14. 2. Construction of a curve for the availability of daily water consumption …………………...
14. 3. Calculation of intra-annual flow distribution in the absence or insufficiency of hydrometric observation data …………………………………
Lecture 15
15. 1. General information ……………………………………………………………………...
15. 2. Peculiarities of formation of maximum runoff ………………………………..
Lecture 16
16. 1. Calculation of the maximum water discharge in the presence of hydrometric observation data ……………………………………………………………………………………
Lecture 17 melt water with insufficient or no observational data ………………………………
17. 1. Calculation of the maximum discharge of melt water in the absence of hydrometric observation data ………………………………………………………………
17. 2. Calculation of the maximum discharges of rain floods in the absence of hydrometric observation data ………………………………………………………………
17. 3. Estimated hydrographs of floods and rain floods ………………………...
Lecture 18
18. 1. General information ……………………………………………………………………...
18. 2. Features and conditions for the formation of the minimum runoff …………………….
Lecture 19
19. 1. Determination of the estimated minimum water flow rates in the presence of hydrometric data ……………………………………………………………………
19. 2. Determination of the estimated minimum water flow in the absence of hydrometric data ……………………………………………………………………
Bibliographic list………………………………………………………………
Content………………………………………………………………………………….

Page 1

Probability of instrument action:

qс hr,u - water consumption by one consumer per hour of the highest water consumption, is taken in accordance with Appendix 3 of SNiP 2.04.01-85. (qс hr,u = 5.6)

q0 - total water consumption, l / s, sanitary fixture

(reinforcement). accepted according to Appendix 2 of SNiP 2.04.01-85.

U is the number of consumers in the building.

N is the total number of devices serving consumers.

Secondary consumption of water and risers in the design area:

q0 - second water consumption of a sink with a mixer

α - coefficient determined in accordance with Appendix No. 4, depending on total number devices N on the calculated section of the network and the probability of their action P

All calculated data, as well as the calculated values ​​of pressure losses in the calculated sections, are entered in table 3:

Example (for plot 0-1) ;

PN=0.04, then a=0.256; q=5*0.18*0.256=0.23;

Corresponding to this flow rate is a pipe dia. equal to 15mm; V=1.18; i=0.36; Li=0.108

R results

Calculation of the internal cold water supply network

Probability of using sanitary appliances

= = 0,034105

Maximum hourly consumption:

qhr =0.005 q0,hr ahr = 0.005*190*1.437 = 1.36515m3/h

where, q0,hr is the maximum hourly consumption plumbing fixtures taken in accordance with mandatory Appendix 3. ahr - the coefficient should be taken according to Table. 2 applications №4.

Daily water consumption

8.25 m3/day

consumption rate of cold water, l, by the consumer per day (shift) of the highest water consumption,

Ui - the number of water consumers of the billing house.

Water meter selection

A water metering unit is installed at the inlet of this projected water supply building to account for the building's water consumption. Water meters are installed at the inlets of the cold and hot water supply pipeline.

Average hourly water consumption for the period (day) of maximum water consumption:

0.446875 m3/hour

where K is the coefficient of daily unevenness, (K = 1.1 - 1.3)

T- estimated time, h, water consumption (day, shift)

Pressure loss in meters at the estimated second flow of water

h \u003d S q2 \u003d 1.3 * 0.692 \u003d 0.61893 m.

S - hydraulic resistance of the meter, taken according to the table in Appendix 2. (for Ø 32 S = 1.3)

Determination of the required pressure

In order to determine the required pressure in the internal water supply network of the building, the geometric height of the water supply, all possible pressure losses, as well as the operating pressure at the dictating draw-off point are taken into account.

where - the geometric height of the water supply from the axis of the pump to the calculated sanitary - technical device, m;

Water consumption in a watercourse is the volume of liquid passing through a cross section. Consumable unit - m3/s.

The calculation of the consumed water should be carried out at the planning stage of the water pipeline, since the main parameters of the water pipelines depend on this.

Water consumption in the pipeline: factors

In order to independently perform the calculation of the water flow in the pipeline, it is necessary to know the factors that ensure the permeability of water in the pipeline.

The main ones are the degree of pressure in the conduit and the diameter of the pipe section. But, knowing only these values, it will not be possible to accurately calculate the water consumption, since it also depends on indicators such as:

1. Pipe length. Everything is clear with this: the longer its length, the higher the degree of friction of water against its walls, so the fluid flow slows down.
2. The material of the pipe walls is also an important factor on which the flow rate depends. So, the smooth walls of a pipe made of polypropylene give the least resistance than steel.
3. The diameter of the pipeline - the smaller it is, the higher the resistance of the walls to the movement of fluid. The narrower the diameter, the more unfavorable is the correspondence of the area outer surface internal volume.
4. Service life of the pipeline. We know that over the years they are exposed to corrosion, and on cast iron lime deposits. The friction force against the walls of such a pipe will be significantly higher. For example, surface resistance rusty pipe 200 times higher than new steel./li>
5. Changing the diameter to different areas conduits, turns, shut-off fittings or fittings significantly reduce the speed of the water flow.

What quantities are used to calculate the flow of water?

The following quantities are used in the formulas:

• Q is the total (annual) water consumption per person.
• N - the number of residents of the house.
• Q is the daily flow rate.
• K - coefficient of uneven consumption, equal to 1.1-1.3 (SNiP 2.04.02-84).
• D is the pipe diameter.
• V is the speed of the water flow.

Formula for calculating water consumption

So, knowing the values, we get the following formula for water consumption:

1. For daily calculation - Q=Q×N/100
2. For hourly calculation - q=Q×K/24.
3. Diameter calculation - q= ×d2/4 ×V.

Example of calculating water consumption for a residential consumer

The house has a toilet, washbasin, bathtub, kitchen sink.

1. According to Appendix A, we accept the flow rate per second:
   • Toilet - 0.1 l / sec.
   • Washbasin with faucet - 0.12 l/sec.
   • Bath - 0.25 l / sec.
   • Kitchen sink - 0.12 l/sec.
2. The amount of water consumed from all points of water supply will be:
   • 0.1+0.12+0.25+0.12 = 0.59 l/s
3. According to the total flow rate (Appendix B) 0.59 l / s corresponds to the estimated flow rate of 0.4 l / s.

It can be converted to m3/hour by multiplying it by 3.6. Thus it turns out: 0.4 x 3.6 \u003d 1.44 cubic meters / hour

The procedure for calculating water consumption

The entire calculation procedure is specified in the set of rules 30. 13330. 2012 SNiP 2.04.01-85 * “Internal water supply and sewerage”, updated version.

If you are planning to start building a house, redeveloping an apartment or installing plumbing structures, then information on how to calculate the water consumption will be most welcome. Calculating the water consumption will help not only determine the required amount of water for a particular room, but will also allow you to timely identify pressure drops in the pipeline. In addition, thanks to simple formulas, all this can be done independently, without resorting to the help of specialists.