4 Calculation of treatment facilities
4.1 Determination of the flow rate of wastewater entering the treatment plant and the non-uniformity coefficient
The calculation of the throughput of treatment facilities is carried out according to the formulas of SNiP 2.04.03-85, taking into account the characteristics of the incoming effluent:
average daily wastewater inflow - 4000 m 3 /day, maximum daily wastewater inflow - 4500 m 3 /day, hourly irregularity coefficient - 1.9.
The average daily consumption is 4000m 3 /day. Then, the average hourly consumption
where Q average daily consumption,
The maximum hourly rate will be
Q max \u003d q cf K h.max (6)
where K h max is the maximum hourly coefficient of unevenness, taken in accordance with the standards
To hours max \u003d 1.3 1.8 \u003d 2.34
Maximum coefficient of daily unevenness
By the day max=1.1.
Then the maximum daily consumption
Q day max \u003d 4000 1.1 \u003d 4400 m 3 / day.
Maximum hourly consumption
.
4.2 Determination of wastewater discharges from the settlement and local industry (cheese factory)
The design capacity of the cheese factory is 210 tons/day. The daily consumption of wastewater from the cheese factory is determined by its actual capacity equal to 150 tons of milk processing per day.
The normative consumption of wastewater is 4.6 m 3 per 1 ton of processed milk. Then the daily consumption of wastewater from the cheese factory is
Q day.comb \u003d 150 4.6 \u003d 690 m 3 / day.
The concentration of sewage pollution (BOD full combo) for the cheese factory is according to 2400 mg/l. The amount of pollution coming with sewage to the treatment plant from the cheese factory will be
BOD full combo =2400 690=1656g/day
Wastewater flow from a settlement can be defined as the difference between the maximum daily flow rate of wastewater entering the wastewater treatment plant and the daily wastewater flow rate from a cheese factory
Q days max - Q day.comb \u003d 4400-690 \u003d 3710 m 3 / day.
According to the norms, the amount of pollution from one person BOD full = 75 g / day. The number of inhabitants in the village accept 16,000 people.
Total pollution
BOD full mountains =75 16000=1200 g/day
Let's determine the amount of pollution of a mixture of domestic and industrial effluents
BOD full see \u003d (1656 + 1200) / 4400 \u003d 649 mg / l.
4.3 Calculation of sand traps and sand platforms
Sand traps are designed to retain mineral impurities (mainly sand) contained in wastewater in order to prevent them from falling out in settling tanks together with organic impurities, which could create significant difficulties in removing sediment from settling tanks and its further dehydration.
For our runoff, we calculate a sand trap with a circular movement of water, shown in Figure 1.
1 - hydraulic elevator; 2 - pipeline for removal of floating impurities
Figure 1 - sand trap with circular movement of water
The movement of water occurs along the annular tray. The precipitated sand through the cracks enters the cone, from where it is periodically pumped out by a hydraulic elevator.
The average daily consumption of wastewater entering the treatment plant is 4000 m 3 /day.
Second flow rate q sr.sec, m 3 / s, is determined by the formula
q sr.sec =, (7)
q sr.sec = 
(m 3 / s)
The overall coefficient of non-uniformity of wastewater disposal is 1.73, therefore, the maximum estimated flow rate of wastewater entering the treatment plant is
q max .s \u003d 0.046 1.73 \u003d 0.08 m 3 / s \u003d 288 m 3 / h.
The length of the sand trap is determined by the formula 17
Ls= 
(8)
where Ks is the coefficient taken according to table 27, Ks=1.7;
Hs-calculated depth of the sand trap, m;
Vs is the speed of movement of wastewater, m / s, we take according to table 28;
Uo - hydraulic fineness of sand, mm/s, taken depending on the required diameter of the retained sand particles.
Ls = 
m
The estimated area of the free section of the annular tray of one sand trap is found by the formula 2.14
, (9)
where q max . c - the maximum design flow rate of wastewater, equal to 0.08 m 3 / s;
V is the average speed of water movement, equal to 0.3;
n is the number of branches.
m 2
The estimated performance of one sand trap is determined
I calculate the costs of shower wastewater from an industrial enterprise:
Average daily Q shower day \u003d (40N 5 + 60N 6) / 1000, m 3 / day, (4.12)
Hour after each shift Q shower hour \u003d (40N 7 + 60N 8) / 1000, m 3 / h, (4.13)
Second q shower sec \u003d (40N 7 + 60N 8) / 45 * 60, l / s, (4.14)
where N 5 , N 6 - respectively, the number of shower users per day with a water discharge rate per 1 person in cold shops of 40 liters and 60 liters in hot shops;
N 7, N 8 - respectively, the number of people using a shower per shift with maximum drainage in cold and hot shops.
Q shower day = (40 * 76.8 + 60 * 104.5) / 1000 = 9.34 m 3 / day,
Q shower hour \u003d (40 * 48 + 60 * 66.5) / 1000 \u003d 5.91 m 3 / h,
q shower sec \u003d (40 * 48 + 60 * 66.5) / 45 * 60 \u003d 2.19 l / s.
Fill out form 4.
If form 4 is filled out correctly, the value of the second flow rate of domestic wastewater calculated by formula (4.11) should be equal to the sum of the highest flow rates from the 7th column;
q life max \u003d 0.43 l / s and (0.16 + 0.27) \u003d 0.43 l / s.
And the value of the per second flow rate of shower drains (4.14) is the sum of the highest costs from the last column;
q shower sec = 2.19 l/s and (0.71 + 1.48) = 2.19 l/s.
I determine the estimated consumption from an industrial enterprise:
q n \u003d q prom + q life max + q shower sec, l / s,
q n \u003d 50.3 + 0.43 + 2.19 \u003d 52.92 l / s.
Calculation of expenses on sites.
I divide the drainage network into calculated sections, I assign a number to each node (well) of the network. Then I fill in columns 1-4 of form 5.
I determine the flow rate in each settlement area by the formula:
q cit = (q n + q side + q mp)K gen . max + q cav, l/s, (4.16)
where q n is the travel expense coming to the calculated area from residential development located along the way;
q side - side, coming from side connections
q mp - transit, coming from the upstream sections and equal in value to the total average flow rate of the previous sections;
q cav - concentrated consumption from public and communal buildings, as well as industrial enterprises located above the calculated area;
Kgen. max is the overall maximum unevenness factor.
The value of average costs (columns 5-7 of form 5) is taken from the previously completed form 1. The total cost (column 8) is equal to the sum of travel, side and transit costs on the section. Can be checked total consumption(from column 8) should be equal to the average consumption per area (form 1, column 3).
To determine the coefficient of non-uniformity, a smooth graph of the change in the value of the coefficient depending on the average flow rate of wastewater is built. I take the points for the graph from the table. 4.5. At average flow rates less than 5 l/s, the estimated flow rates are determined in accordance with SNiP 2.04.01-85. The overall maximum non-uniformity coefficient for sections with a flow rate of less than 5 l / s will be 2.5.
I enter the values of the total maximum unevenness coefficient determined from the constructed graph in column 9 of form 5.
Table 4.5
General coefficients of non-uniformity of domestic water inflow.
I multiply the values in columns 8 and 9, I get the estimated expense from the quarter. Columns 11 and 12 contain concentrated costs that can be attributed either to side costs (costs sent to the beginning of the site) or to transit costs (expenses from higher buildings). The concentrated costs can also be checked, their sum is equal to the estimated second costs from Form 2.
In the last column I summarize the values from columns 10,11,12.
Graph for determining the coefficient of unevenness (it is on graph paper). Remove this sheet later, it is needed for page numbering.
| No. -section | Codes of runoff areas and numbers of network sections | Average consumption, l/s | Overall maximum unevenness coefficient | Estimated flow, l / s | ||||||||
| Way howl | Side | Transit | Travel | Side | Transit | General | From a quarter | Concentrated | Total | |||
| Side | Transit | |||||||||||
| 1-2 | - | - | 3,96 | - | - | 3,96 | 2,5 | 9,9 | 0,26 | - | 10,16 | |
| 2-3 | - | 1-2 | 4,13 | - | 3,96 | 8,09 | 2,16 | 17,47 | 2,23 | 0,26 | 19,96 | |
| 3-4 | - | 2-3 | 3,17 | - | 8,09 | 11,26 | 2,05 | 23,08 | 0,33 | 2,49 | 25,9 | |
| 4-5 | - | 3-4 | 3,49 | - | 11,26 | 14,75 | 1,94 | 28,62 | 1,4 | 2,82 | 32,84 | |
| 6-7 | - | - | 0,80 | - | - | 0,80 | 2,5 | 2,0 | - | - | 2,0 | |
| 7-8 | - | 6-7 | 3,58 | - | 0,80 | 4,38 | 2,5 | 10,95 | 0,37 | - | 11,32 | |
| 8-9 | - | - | 7-8 | - | - | 4,38 | 4,38 | 2,5 | 10,95 | - | 0,37 | 11,32 |
| 9-14 | 8-9 | - | 1,33 | 4,38 | - | 5,71 | 2,42 | 13,82 | - | 0,37 | 14,19 | |
| 12-13 | - | - | 1,96 | - | - | 1,96 | 2,5 | 4,9 | - | - | 4,9 | |
| 13-14 | - | 12-13 | 0,90 | - | 1,96 | 2,86 | 2,5 | 7,15 | - | - | 7,15 | |
| 14-15 | 9-14 | 13-14 | 1,44 | 5,71 | 2,86 | 10,01 | 2,1 | 21,02 | - | 0,37 | 21,39 | |
| 10-15 | - | - | 3,05 | - | - | 3,05 | 2,5 | 7,63 | 0,33 | - | 7,96 | |
| 15-16 | - | 10-15 | 14-15 | - | 3,05 | 10,01 | 13,06 | 2,0 | 26,12 | - | 0,7 | 26,82 |
| 11-16 | - | - | 1,13 | - | - | 1,13 | 2,5 | 2,83 | - | - | 2,83 | |
| 16-21 | 15-16 | 11-16 | 0,81 | 13,06 | 1,13 | 15,0 | 1,96 | 29,4 | - | 0,7 | 30,1 | |
| 21-26 | - | 16-21 | 4,01 | - | 15,0 | 19,01 | 1,90 | 36,12 | - | 0,7 | 36,82 | |
| 20-25 | - | - | 2,39 | - | - | 2,39 | 2,5 | 5,98 | 2,23 | - | 8,21 | |
| 28-25 | - | - | 2,44 | - | - | 2,44 | 2,5 | 6,1 | 0,26 | - | 6,36 | |
| 25-26 | - | 28-25 20-25 | - | - | 2,44 2,39 | - | 4,83 | 2,5 | 12,08 | - | 2,49 | 14,57 |
| 26-27 | 25-26 | 21-26 | 2,60 | 4,83 | 19,01 | 26,44 | 1,6 | 42,3 | 0,33 | 3,19 | 45,82 | |
| 5-27 | - | 4-5 | - | - | 14,75 | - | 14,75 | 1,96 | 28,91 | - | 4,22 | 33,13 |
| 27-34 | 5-27 | 26-27 | 2,67 | 14,75 | 26,44 | 43,86 | 1,71 | 75,0 | - | 7,74 | 82,74 | |
| 30-29 | - | - | 2,44 | - | - | 2,44 | 2,5 | 6,1 | 1,28 | - | 7,38 | |
| 29-34 | - | 30-29 | - | - | 2,44 | - | 2,44 | 2,5 | 6,1 | - | 1,28 | 7,38 |
| 33-34 | - | - | 2,39 | - | - | 2,39 | 2,5 | 5,98 | - | - | 5,98 | |
| 34-35 | 33-34 29-34 | 27-34 | 3,92 | 2,39 2,44 | 43,86 | 52,61 | 1,68 | 88,38 | 0,37 | 9,02 | 97,77 | |
| 35-36 | - | 34-35 | - | - | 52,61 | - | 52,61 | 1,68 | 88,38 | - | 9,39 | 97,77 |
| 36-37 | - | 35-36 | 3,92 | - | 52,61 | 56,53 | 1,66 | 93,84 | 7,78 | 9,39 | 111,01 | |
| 37-38 | - | 36-37 | - | - | 56,53 | - | 56,53 | 1,66 | 93,84 | 52,92 | 17,17 | 163,93 |
| 38-40 | - | 37-38 | 2,87 | - | 56,53 | 59,4 | 1,62 | 96,23 | 0,26 | 70,09 | 166,58 | |
| 19-18 | - | - | 2,39 | - | - | 2,39 | 2,5 | 5,98 | - | - | 5,98 | |
| 18-24 | 19-18 | - | 2,44 | 2,39 | - | 4,83 | 2,5 | 12,08 | 0,40 | - | 12,48 | |
| 24-23 | - | 18-24 | - | - | 4,83 | - | 4,83 | 2,5 | 12,08 | - | 0,40 | 12,48 |
| 17-22 | 23,17 | - | - | 3,12 2,57 | - | - | 5,69 | 2,42 | 13,77 | 8,11 | - | 21,88 |
| 22-23 | - | 17-22 | 2,78 | - | 5,69 | 8,47 | 2,19 | 18,55 | 1,4 | 8,11 | 28,06 | |
| 23-31 | 13, 12 | 24-23 | 22-23 | 5,3 1,80 | 4,83 | 8,47 | 20,4 | 1,88 | 38,35 | 2,23 | 9,91 | 50,49 |
| 32-31 | - | - | 2,07 | - | - | 2,07 | 2,5 | 5,18 | - | - | 5,18 | |
| 31-39 | - | 32-31 23-31 | - | - | 2,07 20,4 | - | 22,47 | 1,85 | 41,57 | - | 12,14 | 53,71 |
| 39-40 | - | 31-39 | - | - | 22,47 | - | 22,47 | 1,85 | 41,57 | - | 12,14 | 53,71 |
| 40-GNS | - | 39-40 | 38-40 | - | 22,47 | 59,4 | 81,87 | 1,62 | 132,63 | - | 82,49 | 215,12 |
Hydraulic calculation and high-rise design of a household network.
After I have determined the estimated costs, the next step in the design of the drainage network is its hydraulic calculation and high-rise design. Hydraulic calculation the network consists in selecting the diameter and slope of the pipeline in sections so that the values of speed and filling in the pipeline comply with the requirements of SNiP 2.04.03-85. High-rise design network consists of the calculations required when building a network profile, as well as to determine the value of the minimum laying of the street network. When calculating the hydraulic network, I use the Lukin tables.
Requirements for hydraulic calculation and height
Designing a household network.
For hydraulic calculations, I use the following requirements:
1. The entire estimated flow rate of the section enters its beginning and does not change along the length.
2. The movement in the pipeline in the calculated section is free-flow and uniform.
3. The smallest (minimum) diameters and slopes of gravity networks are accepted in accordance with SNiP 2.04.03-85 or table. 5.1.
4. The allowable design filling in pipes when the design flow is skipped should not exceed the standard one and, in accordance with SNiP 2.04.03-85, is given in Table. 5.2.
5. The flow rates in the pipes at a given design flow rate must not be less than the minimum ones, which are given in accordance with SNiP 2.04.03-85 in Table.
6. The maximum allowable flow velocity for non-metallic pipes is 4 m/s, and for metal pipes it is 8 m/s.
Table 5.1
Minimum diameters and slopes
Note: 1. In parentheses are the slopes that can be used for justification. 2. In settlements with a flow rate of up to 300 m 3 / day, the use of pipes with a diameter of 150 mm is allowed. 3. For industrial sewerage, with appropriate justification, it is allowed to use pipes with a diameter of less than 150 mm.
Table 5.2
Maximum fillings and minimum speeds
7. The speed of movement in the section must be at least the speed in the previous section or the highest speed in the lateral connections. Only for sections transitioning from steep to calm terrain, a decrease in speed is allowed.
8. Pipelines of the same diameter are connected (matched) “according to the water level”, and different “by the shelyg”.
9. Pipe diameters should increase from section to section, exceptions are allowed with a sharp increase in the slope of the area.
10. The minimum laying depth should be taken as the largest of the two values: h 1 \u003d h pr - a, m,
h 2 \u003d 0.7 + D, m,
where h pr is the normative depth of soil freezing for a given area, taken according to SNiP 2.01.01-82, m;
a - the parameter accepted for pipes with a diameter of up to 500 mm - 0.3 m, for pipes of a larger diameter - 0.5 m;
D – pipe diameter, m.
The standard freezing depth of the Republic of Mordovia is 2.0 m.
h 1 \u003d 2.0 - 0.3 \u003d 1.7;
h 2 \u003d 0.7 + 0.2 \u003d 0.9;
The minimum laying depth for this area is 1.7 m.
The average depth of groundwater occurrence is assumed to be 4.4 m.
12. Sections with flow rates less than 9 - 10 l / s are recommended to be taken as "off-design", while the diameter and slope of the pipe are equal to the minimum, speed and filling are not calculated.
Household network calculation
In the table in form 6, I enter the results of the calculation of each gravity section. First, I fill in the columns with the initial data - columns 1, 2, 3, 10 and 11 (expenses - from the last column of form 5, length and land elevation - according to the general plan of the city). Then we make a hydraulic calculation for each section in series in the following order:
Table 5.3
| plot number | Length, m | Ground marks, m | |
| at the beginning | in the end | ||
| 1-2 | 10,16 | ||
| 2-3 | 19,96 | ||
| 3-4 | 25,9 | ||
| 4-5 | 32,84 | ||
| 6-7 | 2,0 | 162,5 | |
| 7-8 | 11,32 | 162,5 | |
| 8-9 | 11,32 | ||
| 9-14 | 14,19 | ||
| 12-13 | 4,9 | 162,5 | |
| 13-14 | 7,15 | ||
| 14-15 | 21,39 | 161,8 | |
| 10-15 | 7,96 | 161,8 | |
| 15-16 | 26,82 | 161,8 | 160,2 |
| 11-16 | 2,83 | 160,3 | 160,2 |
| 16-21 | 30,1 | 160,2 | |
| 21-26 | 36,82 | ||
| 20-25 | 8,21 | 163,5 | 162,5 |
| 28-25 | 6,36 | 162,5 | |
| 25-26 | 14,57 | 162,5 | |
| 26-27 | 45,82 | ||
| 27-34 | 82,74 | ||
| 30-29 | 7,38 | 162,7 | |
| 29-34 | 7,38 | ||
| 33-34 | 5,98 | 162,5 | |
| 34-35 | 97,77 | ||
| 35-36 | 97,77 | ||
| 36-37 | 111,01 | ||
| 37-38 | 163,93 | ||
| 38-40 | 166,58 | ||
| 19-18 | 5,98 | 163,5 | 163,3 |
| 18-24 | 12,48 | 163,3 | |
| 24-23 | 12,48 | 162,4 | |
| 17-22 | 21,88 | 162,5 | 162,5 |
| 22-23 | 28,06 | 162,5 | 162,4 |
| 23-31 | 50,49 | 162,4 | 161,4 |
| 32-31 | 5,18 | 162,3 | 161,4 |
| 31-39 | 53,71 | 161,4 | 160,5 |
| 39-40 | 53,71 | 160,5 | |
| 40-GNS | 215,12 |
1. If the site is upland, then the depth of the pipeline at the beginning of the section h 1 is taken equal to the minimum h min, and the approximate diameter is taken equal to the minimum for the accepted type of network and drainage system (Table 5.1). If the site has adjacent upstream sections, then the initial depth is tentatively taken equal to the greatest depth at the end of these sections.
2. I calculate the approximate slope of the pipeline:
i o \u003d (h min - h 1 + z 1 - z 2) / l, (5.1)
where z 1 and z 2 are the marks of the earth's surface at the beginning and end of the section;
l is the length of the section.
As a result, a negative slope value can also be obtained.
3. I select a pipeline with the required diameter D, filling h / D, flow velocity v and slope i according to the known estimated flow rate. I select pipes according to the tables of Lukinykh A.A. I start the selection with a minimum diameter, gradually moving to large ones. The slope must be at least the approximate i 0 (and, if the pipe diameter is equal to the minimum, not less than the minimum slope - Table 5.1). Filling should be no more than allowed (Table 5.2). The speed must be, firstly, not less than the minimum (Table 5.2), and secondly, not less than the highest speed in the adjacent sections.
If the flow rate in the area is less than 9-10 l / s, then the area can be considered off-design: I accept the diameter and slope as minimal, but I do not select the filling and speed. I fill in columns 4, 5, 6, 7, 8 and 9.
I calculate the fall by the formula: ∆h=i l, m
where, i - slope,
l is the length of the section, m.
The filling in meters is equal to the product of the filling in fractions and the diameter.
4. Of all the sections adjacent to the beginning, I select the section with the greatest depth, which will be conjugate. Then I accept the type of conjugation (depending on the diameter of the pipes in the current and conjugated sections). Then I calculate the laying depths and marks at the beginning of the section, while the following cases are possible:
a) If the interface is “on the water”, then the water level at the beginning of the section is equal to the water level at the end of the interfaced section, i.e. I rewrite the values from column 13 in column 12. Then I calculate the bottom marks at the beginning of the section, which is equal to the elevation of the ground at the beginning of the section minus the depth at the beginning of the section and write the result in column 14.
b) If the pairing is “along the shelygs”, then I calculate the bottom mark at the beginning of the section: z d.beginning. \u003d z d.resist. +D tr.resist. - D tr.current
where, z d.resist. - bottom mark at the end of the associated section, m
D tr.resist. - diameter of the pipe in the adjacent section, m.
D tr.current - diameter of the pipe in the current section, m.
I write this value in column 14. Then I calculate the water mark at the beginning of the section, which is equal to the sum of the bottom mark at the beginning of the section z d.beginning. and laying depth at the beginning of the section and write it down in column 12.
c) If the site does not have an interface (i.e., upstream or after the pumping station), then the bottom mark at the beginning of the section is equal to the difference in the elevation of the ground surface at the beginning of the section and the depth at the beginning of the section. I determine the water mark at the beginning of the section similarly to the previous case, or, if the section is off-design, I take it equal to the bottom mark, and in columns 12 and 13 I put dashes.
In the first two cases, the laying depth at the beginning of the section is determined by the formula: h 1 \u003d z 1 - z 1d.
5. I calculate the depth of laying and marks at the end of the section:
The bottom mark is equal to the difference between the bottom mark at the beginning of the section and the fall,
The water mark is equal to the sum of the bottom mark at the end of the section and the filling in meters or the difference between the bottom mark at the beginning of the section and the fall,
The depth of laying is equal to the difference between the marks of the water surface and the bottom at the end of the section.
If the laying depth turns out to be greater than the maximum depth for a given type of soil (in my case, the maximum depth is 4.0 m), then at the beginning of the current section I put a district or local pumping station, the depth at the beginning of the section is taken equal to the minimum, and I repeat the calculation, starting from point 3 (I do not take into account the speeds in the adjacent sections).
I fill in columns 13, 15 and 17. In column 18, I can write down the type of interface, the associated section, the presence of pumping stations, etc.
I present the hydraulic calculation of a gravity sewer network in form 6.
According to the results of the hydraulic calculation of the drainage network, I build the longitudinal profile of the main collector of one of the drainage basins. The construction of the longitudinal profile of the main collector is understood as the drawing of its route on the section of the terrain in sections up to the HPS. The longitudinal profile of the main collector is presented in the graphic part. I accept ceramic pipes as ground water is aggressive to concrete.
| no. | Consumption, l/s | Length, m | Uk-lon | Pa-denie, m | Diameter, mm | Speed, m/s | Filling | Marks, m | Depth | Note | |||||||
| Earth | water | bottom | |||||||||||||||
| shares | m | at first | in the end | at first | in the end | at first | in the end | at first | in the end | ||||||||
| 1-2 | 10,16 | 0,005 | 1,3 | 0,68 | 0,49 | 0,10 | 158,4 | 157,1 | 158,3 | 1,7 | |||||||
| 2-3 | 19,96 | 0,004 | 1,32 | 0,74 | 0,55 | 0,14 | 157,09 | 155,77 | 156,95 | 155,63 | 3,05 | 4,37 | N.S. | ||||
| 3-4 | 25,9 | 0,003 | 0,39 | 0,73 | 0,50 | 0,15 | 158,45 | 158,06 | 158,3 | 157,91 | 1,7 | 2,09 | |||||
| 4-5 | 32,84 | 0,003 | 0,93 | 0,78 | 0,58 | 0,17 | 158,08 | 157,15 | 157,91 | 156,98 | 2,09 | 3,02 | |||||
| 6-7 | 2,0 | 0,007 | 1,05 | - | - | - | 162,5 | - | - | 161,3 | 160,25 | 1,7 | 2,25 | ||||
| 7-8 | 11,32 | 0,005 | 1,45 | 0,70 | 0,52 | 0,10 | 162,5 | 162,6 | 158,9 | 160,25 | 158,80 | 2,25 | 3,2 | ||||
| 8-9 | 11,32 | 0,005 | 0,55 | 0,70 | 0,52 | 0,10 | 158,9 | 158,35 | 158,8 | 158,25 | 3,2 | 3,75 | N.S. | ||||
| 9-14 | 14,19 | 0,005 | 1,4 | 0,74 | 0,60 | 0,12 | 160,42 | 159,02 | 160,30 | 158,9 | 1,7 | 4,1 | N.S. | ||||
| 12-13 | 4,9 | 0,007 | 1,89 | - | - | - | 162,5 | - | - | 160,8 | 158,91 | 1,7 | 4,09 | N.S. | |||
| 13-14 | 7,15 | 0,007 | 0,84 | - | - | - | - | - | 161,3 | 160,46 | 1,7 | 2,54 | |||||
| 14-15 | 21,39 | 0,004 | 1,12 | 0,75 | 0,57 | 0,14 | 161,8 | 161,44 | 160,32 | 161,3 | 160,18 | 1,7 | 1,62 | ||||
| 10-15 | 7,96 | 0,007 | 1,96 | - | - | - | 161,8 | - | - | 160,3 | 158,34 | 1,7 | 3,46 | ||||
| 15-16 | 26,82 | 0,003 | 0,24 | 0,75 | 0,52 | 0,16 | 161,8 | 160,2 | 158,4 | 158,16 | 158,24 | 3,56 | 2,2 | ||||
| 11-16 | 2,83 | 0,007 | 1,82 | - | - | - | 160,3 | 160,2 | - | - | 158,6 | 156,78 | 1,7 | 3,42 | |||
| 16-21 | 30,1 | 0,003 | 0,45 | 0,76 | 0,55 | 0,17 | 160,2 | 156,85 | 156,4 | 156,68 | 156,23 | 3,52 | 3,77 | ||||
| 21-26 | 36,82 | 0,003 | 1,65 | 0,76 | 0,51 | 0,18 | 156,36 | 154,71 | 156,18 | 154,53 | 3,82 | 5,47 | N.S. | ||||
| 20-25 | 8,21 | 0,007 | 2,52 | - | - | - | 163,5 | 162,5 | - | - | 160,8 | 158,28 | 1,7 | 4,22 | N.S. | ||
| 28-25 | 6,36 | 0,007 | 2,59 | - | - | - | 162,5 | - | - | 161,3 | 158,71 | 1,7 | 3,79 | ||||
| 25-26 | 14,57 | 0,004 | 1,16 | 0,69 | 0,46 | 0,12 | 162,5 | 160,92 | 159,76 | 160,8 | 159,64 | 1,7 | 0,36 | ||||
| 26-27 | 45,82 | 0,003 | 1,08 | 0,79 | 0,58 | 0,20 | 159,74 | 158,66 | 159,54 | 158,46 | 0,46 | 1,54 | |||||
| 27-34 | 82,74 | 0,002 | 0,76 | 0,84 | 0,60 | 0,27 | 158,63 | 157,87 | 158,36 | 157,6 | 1,64 | 2,4 | |||||
| 30-29 | 7,38 | 0,007 | 2,87 | - | - | - | 162,7 | - | - | 158,13 | 1,7 | 4,87 | N.S. | ||||
| 29-34 | 7,38 | 0,007 | 1,75 | - | - | - | - | - | 161,3 | 159,55 | 1,7 | 0,45 | |||||
| 33-34 | 5,98 | 0,007 | 2,59 | - | - | - | 162,5 | - | - | 160,8 | 158,21 | 1,7 | 1,79 | ||||
| 34-35 | 97,77 | 0,002 | 0,86 | 0,87 | 0,67 | 0,30 | 157,9 | 157,04 | 157,6 | 156,74 | 2,4 | 3,26 | |||||
| 35-36 | 97,77 | 0,002 | 0,5 | 0,87 | 0,67 | 0,30 | 157,04 | 156,54 | 156,74 | 156,24 | 3,26 | 3,76 | |||||
| 36-37 | 111,01 | 0,002 | 0,42 | 0,87 | 0,63 | 0,32 | 156,51 | 156,09 | 156,19 | 155,77 | 3,81 | 4,23 | N.S. | ||||
| 37-38 | 163,93 | 0,002 | 0,42 | 0,91 | 0,71 | 0,39 | 158,69 | 158,27 | 158,3 | 157,88 | 1,7 | 2,12 | |||||
| 38-40 | 166,58 | 0,002 | 0,46 | 0,91 | 0,72 | 0,40 | 158,28 | 157,82 | 157,88 | 157,42 | 2,12 | 2,58 | |||||
| 19-18 | 5,98 | 0,007 | 2,94 | - | - | - | 163,5 | 163,3 | - | - | 161,8 | 158,86 | 1,7 | 4,44 | N.S. | ||
| 18-24 | 12,48 | 0,005 | 1,3 | 0,71 | 0,55 | 0,11 | 163,3 | 161,71 | 160,41 | 161,6 | 160,3 | 1,7 | 2,7 | ||||
| 24-23 | 12,48 | 0,005 | 0,9 | 0,71 | 0,55 | 0,11 | 162,4 | 160,41 | 159,51 | 160,3 | 159,4 | 2,7 | |||||
| 17-22 | 21,88 | 0,004 | 0,48 | 0,75 | 0,58 | 0,15 | 162,5 | 162,5 | 160,95 | 160,47 | 160,8 | 160,32 | 1,7 | 2,18 | |||
| 22-23 | 28,06 | 0,003 | 0,69 | 0,75 | 0,53 | 0,16 | 162,5 | 162,4 | 160,43 | 159,74 | 160,27 | 159,58 | 2,23 | 2,82 | |||
| 23-31 | 50,49 | 0,003 | 0,9 | 0,82 | 0,62 | 0,22 | 162,4 | 161,4 | 159,65 | 158,75 | 159,43 | 158,53 | 2,97 | 2,87 | |||
| 32-31 | 5,18 | 0,007 | 2,17 | - | - | - | 162,3 | 161,4 | - | - | 160,6 | 158,43 | 1,7 | 2,97 | |||
| 31-39 | 53,71 | 0,003 | 0,9 | 0,83 | 0,65 | 0,23 | 161,4 | 160,5 | 158,61 | 157,71 | 158,38 | 157,48 | 3,02 | 3,02 | |||
| 39-40 | 53,71 | 0,003 | 0,36 | 0,83 | 0,65 | 0,23 | 160,5 | 157,71 | 157,35 | 157,48 | 157,12 | 3,02 | 2,88 | ||||
| 40-gns | 215,12 | 0,002 | 0,1 | 0,91 | 0,60 | 0,42 | 157,19 | 157,09 | 156,77 | 156,67 | 3,23 | 3,33 |
Insert here the transverse profile of the river, which is on graph paper
Calculation of the siphon.
During hydraulic calculation and design of the siphon, the following conditions should be observed:
The number of working lines - at least two;
The diameter of steel pipes is not less than 150 mm;
The route of the siphon must be perpendicular to the fairway;
Lateral branches should have an angle of inclination to the horizon α - no more than 20º;
Laying depth of the underwater part of the siphon h - not less than 0.5 m, and within the fairway - not less than 1 m;
The distance between the siphon lines in the clear b, should be 0.7 - 1.5 m;
The speed in the pipes must be, firstly, not less than 1 m / s, and secondly, not less than the speed in the supply manifold (V d. ≥ V k.);
The mark of water in the inlet chamber is taken as the mark of water in the deepest collector suitable for the siphon;
The water mark in the outlet chamber is lower than the water mark in the inlet chamber by the sum of the pressure losses in the siphon, i.e. z out. = z in. - ∆h.
The procedure for designing and hydraulic calculation of the siphon:
1. On graph paper I build a profile of the river at the place where the siphon is laid in the same horizontal and vertical scales. I outline the branches of the siphon and determine its length L.
2. I determine the estimated flow rate in the siphon similarly to the flow rates in the calculated sections (i.e., I take it from Form 5).
3. I accept the calculated speed in the siphon V d. and the number of working lines.
4. According to Shevelev's tables, I select the diameter of the pipes according to the speed and flow rate in one pipe, equal to the estimated flow rate divided by the number of working lines; I find the pressure loss in pipes per unit length.
5. I calculate the pressure loss in the siphon as the sum:
where - coefficient of local resistance at the input = 0.563;
Speed at the exit from the siphon, m/s;
- the sum of pressure losses at all turns in the siphon;
Angle of rotation, degrees;
The coefficient of local resistance in the knee of the turn (Table 6.1)
Table 6.1
Coefficients of local resistance in the knee (with a diameter of up to 400 mm.)
6. I check the possibility of passing the entire estimated flow along one line during the emergency operation of the siphon: with a previously specified diameter, the speed and pressure loss in the siphon ∆h avar.
7. The inequality must be observed: h 1 ≥ ∆h avar. - ∆h,
where, h 1 - the distance from the surface of the earth to the water in the inlet chamber
If this ratio is not met, then increase the diameter of the lines until the condition is met. The flow velocity is found at this diameter and the normal mode of operation of the siphon. If the speed is less than 1 m/s, then one of the lines is taken as a backup.
8. The water mark in the outlet chamber of the siphon is calculated.
In our case, the siphon is 83 m long with an estimated flow rate of 33.13 l/s. One collector (4-5) with a diameter of 300 mm approaches the siphon, and the flow velocity is 0.78 m/s, the velocity in the pipeline behind the siphon is 0.84 m/s. The siphon has two outlets with an angle of 10º in the lower and ascending branches. The water level in the entrance chamber is 157.15 m, the distance from the ground to the water is 2.85 m.
We accept 2 working lines of the siphon. Using the Shevelev table, we take steel pipes with a diameter of 150 mm at a flow rate of 16.565 l / s, water velocity 0.84 m / s, head loss per 1 m - 0.0088 m.
We calculate the pressure loss:
Along the length: ∆h 1 \u003d 0.0088 * 83 \u003d 0.7304 m.
At the inlet: ∆h 2 \u003d 0.563 * (0.84) 2 / 19.61 \u003d 0.020 m.
At the exit: ∆h 3 \u003d (0.84 -0.84) 2 / 19.61 \u003d 0 m.
On 4 turns: ∆h 4 \u003d 4 * (10/90) * 0.126 * (0.84) 2 / 19.61 \u003d 0.002 m.
General: ∆h=0.7304 +0.020 +0 +0.002 =0.7524 m.
We check the operation of the siphon in emergency mode: at a flow rate of 33.13 l / s and a pipe diameter of 150 mm. We find the speed - 1.68 m / s and the unit head loss - 0.033. We recalculate the pressure loss:
Along the length: ∆h 1 \u003d 0.033 * 83 \u003d 2.739 m.
At the inlet: ∆h 2 \u003d 0.563 * (1.68) 2 / 19.61 \u003d 0.081 m.
At the outlet: ∆h 3 \u003d (0.84-1.68) 2 / 19.61 \u003d 0.036 m.
At 4 turns: ∆h 4 \u003d 4 * (10/90) * 0.126 * (1.68) 2 / 19.61 \u003d 0.008 m.
General: ∆h arr. \u003d 2.739 +0.081 +0.036 +0.008 \u003d 2.864 m.
We check the condition: 2.85 ≥ (2.864-0.7524 = 2.1116 m). The condition is met. I check the pipeline for a flow rate during normal operation: at a flow rate of 33.13 m / s and a diameter of 150 mm. the speed will be 1.68 m/s. Since the resulting speed is more than 1 m / s, then I accept both lines as working.
We calculate the water mark at the outlet of the siphon:
z out. = z in. - ∆h= 157.15 - 2.864=154.29 m.
Conclusion.
Performing a course project, we calculated the city's drainage network, which is presented in the settlement and explanatory note, according to the initial data, and made a graphic part according to the calculations.
In this course project, a drainage network was designed for a settlement in the Republic of Mordovia with a total population of 35,351 people.
Chosen for this region a semi-separate drainage system, since the water consumption of 95% security is 2.21 m 3 / s, which is less than 5 m 3 / s. They also chose a centralized sewerage scheme for this settlement, since the population is less than 500 thousand people. and an intersected scheme, because the laying of the main collector is provided along the lowered edge of the object's territory, along the water channel.
The external sewer network is designed based on the total wastewater flow. For its calculation, water discharge standards are used.
The rate of disposal of domestic wastewater is the average per day conditional volume of such water, which falls on one inhabitant of the facility to be sewered. The rate is measured in liters.
For technological wastewater, this amount is calculated relative to one unit using water according to the process flow chart.
For residential facilities, water disposal standards are usually equated to water consumption standards. This is because domestic waste, in fact, are used tap water contaminated during its use for domestic needs. Not all water supplied to the consumer water supply network can enter the domestic sewer network. This is the volume that is used for washing technical equipment and cooling them, pavement, watering green spaces, feeding fountains, etc. When it is taken into account, the water discharge rate for this share should be reduced.
Drainage standards are regulated by SNiP P-G.1-70. Their values depend on the conditions of the local climate and others: the presence or absence of internal water supply, sewerage, centralized hot water supply, water heaters for baths, etc.
Water consumption varies in accordance not only with the season of the year, but also with the time of day. In the same mode, water disposal should also change. The hourly uneven flow of effluents into the sewer depends on their total volume. The greater the total flow, the less this unevenness is felt.
When designing a sewer system, it is necessary to proceed not only from the normative and total volumes of wastewater that can be discharged. It is also important to take into account fluctuations in the daily regime of water disposal. The system must be able to cope with wastewater disposal during peak hours. This also applies to all its parameters, for example, the power of fecal pumps. To calculate the maximum flow rates, the appropriate amendments are used - the coefficients of non-uniform drainage.
The fractional calculation of uneven drainage up to one hour is required only for objects with a high probability of it. In other cases, the possible hourly unevenness is taken into account in the previously accepted margin in the volume of pipes. In hydraulic calculations of the sections of pipelines, their filling is preliminarily partial.
The coefficient of daily non-uniformity kcyt of water disposal is the ratio of the daily maximum flow rate of wastewater Q max. day to the daily average flow rate Q average day for the year:
k days = Q max. days / Q average days
Similarly, the coefficient of hourly unevenness khour of drainage is determined:
k hour = Q max. hour / Q average hour
Here Q max.hour and Q average hour - the maximum and average hourly costs. Q average hour is calculated by consumption per day (dividing it by 24).
By multiplying these coefficients, the coefficient of general unevenness k total is calculated:
k total = k day k hour
The general coefficients depend on the value of the average flow rates and are given in the relevant tables for designers.
To calculate this coefficient for values of the average flow rate that are not in the tables, interpolation is applied according to their nearest data. The formula proposed by Professor N. F. Fedorov is used:
k total = 2.69 / (q cf) 0.121.
The value of qav is the wastewater flow rate in 1 second (average second) in liters.
The formula is valid for average second flow rates up to 1250 liters. The coefficient of daily non-uniformity of water disposal for public buildings is taken as a unit.
The coefficient of hourly non-uniformity for process wastewater strongly depends on the production conditions and is very diverse.
3. BASICS OF DESIGN AND CALCULATION OF WATER DRAINAGE SYSTEMS
Drainage systems are divided into off-site, street, intra-quarter and internal (inside the building).
The off-site drainage system consists of collectors with structures on them, pumping stations, treatment facilities and wastewater outlets into reservoirs.
When designing pipelines, it is necessary to reduce their metal consumption by minimizing the use of steel and cast iron pipes, replacing them with pressure reinforced concrete, polyethylene, asbestos-cement pipes and applying protection of internal and external surfaces steel pipes from corrosion. Treatment facilities and pumping stations are designed, if possible, from unified products. It is necessary to apply the dimensions of structures in multiples of 3 m, and in height 0.6 m. In practice, the design of capacitive structures is provided for prefabricated-monolithic: the bottom is monolithic; walls, columns - prefabricated. There are "Unified prefabricated reinforced concrete structures for water supply and sewerage facilities".
Before starting the design of drainage systems, it is necessary to carry out engineering surveys, which are divided into topographic, hydrological, geological and hydrogeological. Topographic- survey of the site, site of structures, collector. Geological and hydrogeological surveys determine the geological structure of the routes of water conduits and collectors, construction sites; physical and mechanical properties of soils; the position of the groundwater level; give information about the aggressiveness of soils and groundwater in relation to metal and concrete; determine the seismicity of the area, landslide phenomena. The quality and completeness of the research depends on the quality design work and further operation of the facilities.
That's why engineering surveys is given special attention.
Researches consist of field, laboratory and cameral works. For their implementation, expeditions and parties are created.
When designing drainage networks, it is required to perform calculations a large number individual sections of pipelines with different operating conditions. Therefore, various tables are used to calculate gravity pipelines: tables for the hydraulic calculation of sewer networks and siphons according to the formula of Academician N.N. Pavlovsky, Lukinykh A.A. and Lukinykh N.A. and tables of Fedorov N.F. and Volkova L.E. – Hydraulic calculation of sewer networks. The Lukin tables were compiled using the Chezy and Pavlovsky formulas, and the Fedorov tables - according to the Darcy formulas and the constancy of the flow rate. These tables show the flow rates of wastewater, speeds for various fillings of pipelines for all diameters and slopes of pipes possible in engineering practice.
Therefore, when designing drainage networks, it is first necessary to determine the wastewater costs. The slopes of pipelines are taken taking into account the slope of the earth's surface, and the calculation of pipelines according to the tables is reduced to the selection of pipeline diameters that ensure the passage of the estimated flow rate during filling and speed that meet the requirements of Table. 16 .
Thus, for the design of drainage systems, the following initial data are required:
^ 3.1. Waste water costs
The calculation of the drainage network and structures is carried out for the estimated costs.
Under estimated expense wastewater means the most possible flow that can enter the facilities and it depends on the specific wastewater disposal, the coefficient of unevenness, building density and the area of \u200b\u200bthe settlement.
^ Specific water disposal of domestic wastewater from the city is the average daily wastewater consumption in l / day, diverted from one person using the sewerage system. The specific water disposal depends on the degree of improvement of buildings, i.e. the degree of equipment of buildings with sanitary devices (cold and hot water supply, bathtubs, etc.).
The higher the degree of improvement, the higher the specific water disposal. In addition, the specific water removal also depends on climatic conditions: in the southern regions with a warmer climate, it is higher than in the north.
Usually, the specific water disposal is practically equal to the specific water consumption in accordance with Table. one . Specific water disposal is given in table. 3.1.
Table 3.1 - Specific discharge of domestic wastewater from the city
The specific water discharge per person takes into account not only the amount of wastewater coming from residential buildings, but also the amount of domestic wastewater coming from public facilities (baths, laundries, hospitals, schools, etc.).
In areas not equipped with rafting systems, the specific water discharge is taken to be 25 l / day. per inhabitant. During the period of rains and snowmelt, an unorganized flow of rain and melt water into the drainage network is observed. Therefore, it is necessary to determine the additional flow of wastewater entering the drainage network, according to the formula
(3.1)
Where L is the length of the drainage network, km;
-
the maximum daily amount of sediment in mm, which is determined according to SNiP 2.01.01-82.
Verification calculation of gravity pipelines for the passage of increased flow should be carried out when filling 0.95 height.
^ 3.2. Irregularity coefficients
Since the inflow of wastewater into the drainage network fluctuates by the day and by the hour per day, an important characteristic of this fluctuation is the non-uniformity coefficient, which determines the largest possible costs, i.e. settlement.
1) ^ For populated areas
Daily irregularity coefficient
:
 , | (3.2) |
, 
- maximum and average daily consumption for the year, m 3 / day. The coefficient of daily non-uniformity is used to assess fluctuations in the inflow of only domestic wastewater from the city. Depending on local conditions, it is 1.1-1.3.
Coefficient of hourly unevenness
:
Taking into account dependences (3.1) and (3.2), the overall coefficient of non-uniformity will be:
  , | (3.5) |
- average hourly consumption per day with an average wastewater disposal. Therefore, the overall coefficient of non-uniformity is the ratio of the maximum hourly inflow per day with maximum drainage to the average hourly inflow per day with average drainage. Moreover, with an increase in the average flow rate, the maximum non-uniformity coefficient decreases, and the minimum increases.
Overall minimum unevenness factor:
 , | (3.6) |
- the minimum hourly consumption per day with a minimum drainage, m 3 / h. Table 4.2 - General coefficients of non-uniformity of the inflow of domestic wastewater in the city
| General coefficient of unevenness | Average waste water consumption, l/s |
||||||||
| 5 | 10 | 20 | 50 | 100 | 300 | 500 | 1000 | > 5000 |
|
 | 2,5 | 2,1 | 1,9 | 1,7 | 1,6 | 1,55 | 1,5 | 1,47 | 1,44 |
 | 0,38 | 0,45 | 0,5 | 0,55 | 0,59 | 0,62 | 0,66 | 0,69 | 0,71 |
The irregularity of wastewater inflow from the territory of industrial enterprises during the day is taken into account using the coefficient of hourly unevenness - 
; in this case, there is no concept of the daily coefficient of unevenness (it is believed that the enterprise should work evenly throughout the year).
The value of the hourly non-uniformity coefficient for the inflow of industrial wastewater should be obtained from production technologists.
The value of the coefficient of hourly unevenness of the receipt of domestic wastewater from the territory of industrial enterprises depends on the specific water disposal n(l / cm per 1 person), type of workshop and is:
At n= 45 l/cm per person (hot shop) – = 2.5;
At n= 25 l/cm per person (cold shop) – = 3.0.
^ 3.3. Determining the costs of domestic and industrial wastewater
3.3.1. Wastewater consumption from the population
Average daily consumption
, m 3 / day
Estimated consumption
, l/s
| , | (3.9) |
, human; R– population density, persons/ha;
F– area of residential quarters, ha;
– specific water disposal, l/day. per inhabitant;
- the total maximum coefficient of non-uniformity of wastewater inflow.
To simplify the calculation of wastewater inflows in the sewerage network, engineering practice uses the concept of "flow rate module" or drain module.
The runoff module is determined for residential areas (for each district or quarter with different population densities and specific water disposal rates). Drain module
- wastewater consumption per unit area of residential quarters, is determined by the formula
If the runoff module is multiplied by the corresponding area of the quarter, then the average wastewater inflow from this quarter will be obtained, l / s:
where N 1 , N 2 - the number of employees per day, respectively, in cold and hot shops;
25 and 45 - specific wastewater disposal in l/cm. per 1 worker, respectively, in cold and hot shops.
Estimated consumption
, l/s
 , | (3.13) |
To 1 , To 2 - coefficients of hourly non-uniformity of water disposal, equal to 3 and 2.5 with specific water disposal, respectively, 25 and 45 l / shift per worker;
T is the duration of the shift in hours.
^ 3.3.3. Shower wastewater consumption
The shower must run for 45 minutes.
Maximum cost per shift
m 3 / cm
where 
- water consumption through one shower net, equal to 500 liters per hour;
- the number of shower nets, depends on the number of workers using showers in the maximum shift. The number of people served by one shower net is taken from Table. 6 depending on the sanitary characteristics of production processes.
Table 4.3 - Number of people served by one shower screen
^ 3.3.4. Consumption of industrial waste water
Average daily wastewater consumption from technological processes
, m 3 / day
where M and M 1 - the number of units of output, respectively, per day and in the maximum shift;
- specific water disposal, m 3, per unit of production;
To 1 – coefficient of hourly uneven discharge of industrial wastewater.
From the calculated data in Table. 7.2 it is established that the coefficient of irregularity in the receipt of material and raw materials is 3.29 (irregularities \u003d 236 108/21 800 - \u003d Y10.83 - \u003d\u003d + 3.29). The coefficient of unevenness shows that the supply of raw materials and materials was carried out in violation of the plan and monthly deviated from the planned conditions by 3.3%.
On gas pipelines, fluctuations in the mode of operation of the main are taken into account using the coefficient of non-uniformity of gas supply
gas consumption Ku (in RUB/1000 m) with UGS capacity, mln. m1 EU IB RUB/1000 m") with UGS capacity, mln. m
Gas consumption fluctuation coefficient Storage capacity, mln m3 Storage capacity, mln m1
To assess the rhythm of supplies, the following indicators are used: coefficient of rhythm, number of arrhythmia, standard deviation, coefficient of uneven supply, coefficient of variation.
The coefficient of uneven supply of materials is calculated by the formula
In addition, the determination of the required volume of capacities of transshipment points using existing methods can only be made on the basis of average or maximum transshipment volumes per month, taking into account the coefficient of unevenness.
Consequently, the main disadvantage of the non-uniformity coefficients used in the calculations is that they do not take into account the non-uniformity of oil products transshipment (in terms of time and quantity).
Since the calculations of the required volume of the tank farm of transshipment points, obtained taking into account the non-uniformity coefficient, do not provide a reliable and even more optimal solution, it becomes obvious that a different fundamental basis must be chosen.
The algorithm for calculating the coefficient of uneven oil supply is presented in the form of a block diagram (Fig. 14). To clarify the block diagram, we introduce the designations t - years of the retrospective period th month t-th year of the retrospective period Kr - coefficient of unequal
Block 13 - issuing for printing the calculated values of the unevenness coefficients for each oil depot for the years of the retrospective period. The form of presentation of the output information is similar to the form shown in Table. 24.
When determining the reduced costs for the processing of petroleum products at the facilities of the oil storage facilities, it is necessary to take into account the movement of fixed assets, their write-off and restoration. Moreover, capital investments in the development of these facilities for reconstruction and expansion for each control year of the planning period should be accounted for separately. All capital investments for the first planning period refer to the first control year, and capital investments of the second period - to the second control year on an accrual basis. When determining the reduced costs, the minimum cost of processing corresponding to the maximum possible throughput should also be taken into account. The minimum cost should be determined on the basis of studying for each tank farm the dependence of the level of current costs on the main factors of production, i.e., demand for petroleum products in the service area (sales volume), the cost of existing fixed assets, the coefficient of uneven supply of the tank farm and the time factor. When determining the reduced costs, taking into account the expansion of existing oil depot facilities provided for by the projects, one should take into account the share of costs that depend on the volume of sales of petroleum products. It can vary over a wide range depending on the "category of tank farms, the volume of sales of petroleum products and the characteristics of transport services. In this regard, the share of dependent costs should be determined separately for each tank farm based on a study of the behavior of this indicator over a long retrospective period.
Given in table. 7.1, the data indicate that in the analyzed period the plan for material and technical supply was not fulfilled, the supply of material and raw materials was carried out unevenly. To measure the degree of non-uniformity of supplies, we use the indicator of the standard deviation (coefficient of non-uniformity) as an indicator of the average size of the fluctuation in the value or other feature of the object under study compared to its average level. The procedure for calculating this indicator will be considered using the example of the iosta-
M201. Calculation of the coefficient of non-uniformity of oil supply by oil depots
Tank farm Year Observation number Capital productivity Cost price 2, rub/t Labor productivity X, Volume of tank capacity X4, t Coefficient of oil supply unevenness Sales volume of oil products X t
Block 2 - formation of a working array of the oil supply unevenness coefficient using the M201 module.
MODULE M201. CALCULATION OF THE COEFFICIENT OF IRREGULARITY OF OIL SUPPLY BY OIL DEPOSITS
Block /0 - calculation of the coefficient of non-uniformity of oil supply at the p-th oil depot by years of the retrospective period. Creating array B2111.
The array of the coefficient of uneven supply of oil depots for the retrospective period is the array B2111.
Block 11 - construction of predictive models for the dependence of economic indicators (cost, capital productivity and labor productivity) on the p-th oil depot on objective factors of production (freight turnover, replacement cost of fixed assets, coefficient of unevenness) and the time factor t. The predictive model is built on the basis of the dependence of economic indicators on objective factors of production for the retrospective period using the M108 module
When determining the reserves for increasing throughput in the second way, an attempt is made using the methods of multivariate classification and correlation-regression analysis to establish the influence of the main objective factors of oil supply on the economic performance of tank farms and develop economic and statistical models of indicators that could be used for the purposes of oil supply planning. At the same time, the dependence of capital productivity (x) on such factors as the volume of sales of petroleum products (xv), the coefficient of uneven oil supply (x5), the volume of the reservoir capacity (x4) is studied. Initially, a multidimensional classification of tank farms is carried out according to objective factors of production. Then in each class is built
