Source: https://fr.scribd.com/document/168838631/Calculation-Basics-Sewage-Pumps
Timestamp: 2019-06-17 10:54:03
Document Index: 679098579

Matched Legal Cases: ['art1', 'art 1', 'art 2', 'art 2', 'art 3', 'art 4', 'arts 1', 'art 4', 'art 3', 'art 4', 'art 13', 'art 13', 'art 2', 'art 3', 'art 4', 'art 100', 'art 2', 'art 2', 'art 3', 'art 4']

Calculation Basics Sewage Pumps | Pump | Water
Transféré par Zivadin Lukic
Calculation of the pumps.
enregistrerEnregistrer Calculation Basics Sewage Pumps pour plus tard
BSV BCV Bulletin (ps-40-1-ea4)
Concrete Volute Pump Presentation,2015-08
Coupling Data Tlk
ANSI HI 9.8-2012 Rotodynamic Pumps for Intake Design.pdf
Calculation of sewage disposal units and pumping stations
1. Introduction 1.1 Overview of norms 2. Pumping medium 2.1 Waste water drainage Qww 2.2 Rainwater drainage QR 2.3 Domestic waste water Qh 3. Pumping distance 3.1 Pipe diameter 3.2 Pipe friction losses HvL 3.3 Losses HvE in fixtures, fittings and mouldings 3.4 Static head Hgeo 3.5 Manometric head Hman 3.6 Flow velocity v 4. Pumping unit 4.1 Single or duplex system 4.2 Parallel connection of pumps 4.3 Series connection of pumps 4.4 Pressure pipe volume VD 4.5 Switching period TSp 4.6 Pump volume Vp 4.7 Hysteresis hp 4.8 Sump volume Vsu , switch-off level hAus 5. Calculation examples 5.1 Calculation example 1 5.2 Calculation example 2 6. Pump dimensioning support 7. Backpressure level 8. Formula symbols used 9. PEHD pressure pipes
The dimensioning of pumps and pressure pipes has to be done step by step. The four most important criteria are WHAT kind of medium? HOW MUCH volume? WHERETO, how far, how high? WHEREWITH is pumping supposed to take place? Pumping medium Pumping volume Pumping distance Pumping unit
For a better understanding of the symbols used in the formulas you will find a summary of the symbols used at the end of the text. Under 5. Calculation examples you will find two examples of typical application situations that will help you to easily orientate with your application situation.
1.1 Overview of norms
EN 12056 DIN 1986-100 Source: DIN 1986-100-chart1
EN 752/EN 1671 DIN 1986-100
2. Pumping medium
On principle a distinction can be drawn between faeces free waste water (grey water) and waste water containing faeces (black water). However, there are further regulations that may have to be considered. Further information regarding your particular situation will be provide by the government safety organisation, the inspectorate division, local associations for technical inspections e.g. the German TV or the department of planning and building inspection.
2.1 Waste water drainage Qww
Authoritative for the dimensioning is the quantity of waste water Qww to be expected according to EN 12056-2, which is determined taking into account the concurrency from the sum of design units (DU), wherein K is the reference point for the drainage characteristic. It depends on the kind of building and results from the frequency of usage of the drainage objects. Qc is the continuous flow rate which is not subjected to any observations of concurrency (e.g. grease separator).
Qww = K (DU) Qww K DU Qtot Qww Qc [l/s] = Waste water drainage = drainage characteristic = Sum of connection values = Total waste water drainage = Waste water drainage = Continuous drainage
Qtot = Qww + Qc
[l/s] [l/s] [l/s]
Formula for amount determination
The waste water drainage Qww can be calculated from the sum DU (table 2) with the above shown formula while taking the respective drainage characteristic K (table 1) into account. Table 3 may be used as an alternative to the calculation. If the calculated waste water drainage Qww is smaller than the largest connection value of a single drainage object, the latter is authoritative (threshold value).
Table 1: Typical drainage characteristics (K)
Kind of building irregular use, e. g. in residential buildings, guesthouses, offices regular use, e. g. in hospitals, schools, restaurants, hotels frequent use, e. g. in public restrooms and/or showers special use, e. g. laboratories
Source: EN 12056-2:2000, table 3
Table 2 : Connection values DU
Drainage object System I DU [l/s] 0,5 0,6 0,8 0,8 0,5 0,2* 0,8 0,8 0,8 0,8 1,5 ** 2,0 2,0 2,5 0,8 1,5 2,0 System II DU [l/s] 0,3 0,4 0,5 0,5 0,3 0,2* 0,6 0,6 0,6 0,6 1,2 1,8 1,8 1,8 2,0 0,9 0,9 1,2
System I: Single unit with partially filled pressure pipes (filling ratio 0,5 or 50 % respectively) System II: Single unit with pressure pipes of smaller dimension (filling ratio of 0,7 or 70 % respectively) In accordance with nationaly regulations system I is used in Germany. Upon usage of water saving toilets system II may be applied.
sink, bidet shower without stopper shower with stopper single urinal with tank urinal with pressure flushing floor standing urinal tub kitchen sink dishwasher (household) washing machine up to 6 kg washing machine up to 12 kg toilet with 4,0 l tank toilet with 6,0 l tank toilet with 7,5 l tank toilet with 9,0 l tank floor drain DN 50 floor drain DN 70 floor drain DN 100 * per person ** not approved
Source: EN 12056-2:2000, abstract from table 2
Upon usage of water saving toilets the requirements for system type II in accordance with EN 12056-2 have to be observed as well: The connected load for a toilet with 4,0 l to 4,5 l flushing has to be DU = 1,8 l/s
(Source: DIN 1986-100, 8.3.2.1)
Table 3: Conversion chart DU in QWW [l/s]
Drainage object hand wash basin washing machine up to 6 kg floor drain DN 100 Toilet with 7,5 l tank tub shower without stopper DU Quantity 2 1 1 2 2 1 DU 0,5 0,8 2,0 2,0 0,8 0,6 DU 1,0 0,8 2,0 4,0 1,6 0,6 10,0
When to the conduit with DU = 10 an additional conduit with DU = 15 is connected (K = 0,5, e. g. housebuilding), the new sum of DU is then 10 + 15 = 25. Therewith the drainage of the continuing conduit is Qww = 0,5 25 = 2,5 l/s
2.2 Rainwater drainage QR
The amounts of rainfall are attributable to climate and vary greatly from region to region. The occurring rainfalls are grouped depending on their respective frequency by: five minute rain which statistically has to be expected once in 2 years r5/2 r5/100 five minute rain which statistically has to be expected once in 100 years In DIN 1986-100 (appendix A, table A.1) the values for several German cities are exemplarily listed. The values differ from r5/2 = 200 to 250 l/ (s ha) or r5/100 = > 800 l/(s ha) respectively. [1 ha = 10.000 m2] Indications regarding rainfalls are to be requested from the local authorities or alternatively from the Meteorological Service in your country. Guiding values are given in the DIN 1986-100 appendix A. If no values are available, rT(n) = 200 l/(s ha) should be assumed. Pipesystems and the respective component parts of rain drainage units are to be dimensioned for an average rainfall for economical reasons and in order to ensure self-cleaning capacity. The rain taken as calculation basis is, within the domain of DIN 1986-100, an idealised rainfall (block rainfall) with a constant rain intensity for 5 minutes. The respective annual factor (Tn) to be used for the assessment situation is determined by the objective. Rainfalls above the calculation basis (r5/2) are to be expected in the planning. QR r(D,T) C A [l/s] [l/s (s ha] [m2] = Rain water drainage = Assessment rainfall = Run-off coefficient = Precipitation area 2 (1 ha ^ = 10000 m )
1 QR = r(D,T) C A ________ 10000
Table 4: Run-off coefficients C for the determination of rainwater run-off QR DIN 1986-100 No. Kind of area 1 Areas non-permeable to water, e.g. - roofs > 3 slope - concrete areas - ramps - fixed areas with gap sealing - bituminous layer - pavement with joint filling - roofs 3 slope - gravel roofs - sodded roofs - for intense soddings - for extensive soddings beginning with 10 cm build-up gauge - for extensive soddings with less than 10 cm build-up gauge Rund-off coefficient C
0,5 0,3 0,3 0,5 0,7 0,6 0,5 0,3 0,6 0,4 0,3
Partially permeable and poorly draining expanses, e. g. - concrete paving placed in sand or slag, expanses with tiles - expanses with paving, with >15% of joints e. g. 10 cm x 10 cm and smaller - water bound areas - partially surfaced playgrounds - training grounds with drainage - plastic expanses, artificial lawn - barn floors - lawns Water-permeable expanses without or with insignificant drainage, e. g. - parks and vegetation areas - Gravel and slag floors, cobble also with surfaced expanse parts such as - Garden paths with water bound surface or - Drive ways and parking spaces with grass paver blocks
Source: DIN 1986-100, table 6
2.3 Domestic waste water Qh
For the dimensioning of larger pumping systems with for example entire streets of houses or housing sites connected to them, it is not the EN 12056 (gravity drainage inside of buildings) that is accessed but the EN 752 (drainage systems outside of buildings) or respectively the ATV A 118 (hydraulic calculation and proof of drainage systems). This ATV guideline describes the so called dry weather discharge Qt. It includes the domestic waste water discharge Qh, the commercial waste water discharge Qg and the infiltration water discharge Qf without rainwater. Qt = Qh + Qg + Qf Infiltration water can come from intruding ground water, from unauthorised connections or from discharged surface water, e. g. through untight duct covers. The infiltration water supplement should be 100% for the calculation of the waste water ducts. For mixed systems the infiltration water supplement can usually be neglected. The calculation parameters specified here are used when, e.g., complete residential areas, villages etc. are supposed to be connected to a sewage system or a pumping station. For the calculation of gravity drainage within buildings the EN 12056 applies and for drainage systems outside of buildings the EN 752 (see above) applies. The domestic waste water discharge Qh is significantly determined by the water consumption of the population. It is influenced by population density, structure, different ways of living, home culture and living standards. The residential densities are between: 20 E/ha (rural areas, low-density development) and 300 E/ha (city) The average daily water consumption of the population including small businesses is between 80 and 200 l/(E d). Recommendation: For the calculation of the future waste water drainage the prognoses of water consumption of the local water utility are to be taken as a basis. However, for the purpose of the calculation the waste water factor should not fall below 150 l/(E d) . Daily fluctuations in the specific peak drains have to be taken into account. The hourly peak drain [m3/h] is between 1/8 (rural areas) and 1/16 (large city) of the day value [m3/d]. Specific domestic waste water drainage or qh = 0,005 l / (s E) qh = 5,0 l / (s 1000 E) Qh qh AE,k,1 ED [l/s] [5 l /(s1000 E)] [ha] [E/ha] = domestic waste water volume = specific domestic waste water drainage = expanse of the residential area covered by the sewage system = residential density within the draw area
. q . Qh = h ED AE,k,1 1000
Example for 20 000 inhabitants [E] Simplified calculation Q h = qh E Qh = 0,005 l / (sE) 20000 E = 100 l/s The quantities of inflow vary depending on the kind of connected area and time of day. An overview can be found in the following charts.
Chart 1: Inflow hydrographs (ATV A 134 illustration 3 and 4)
daily everage value
Imhoff graph Workdays Saturday Sunday
Illustration 3: Examples of inflow hydrographs in dry weather, mainly residential area
Illustration 4: Examples of inflow hydrographs in dry weather, strong industrial influence
3. Pumping distance 3.1 Pipe diameter
When the amount of inflow is determined, the conduit needs to be dimensioned. For the transport of waste water it applies in sewage technology that the minimum flow velocity upon transport may not be less than vmin = 0,7 m/s in order to avoid residues in the conduits. On the other hand it should not exceed vmax = 2,3m/s (EN 12056-4) in order to avoid flap impacts and water hammers as well as unnecessary waste of energy due to friction loss.
Therefore the ideal flow velocity has to be approximately between vmin = 0,7 and approx. 1,0 m/s. The conduit is selected in accordance with several criteria. Faeces free waste water (grey water) can be transported in pressure lines with a minimum diameter of DN 32. For waste waters containing faeces (black water) pressure lines with a minimum diameter of DN 80 are required in accordance with ATV guidelines or EN 12056 respectively, unless the pump is equipped with an adequate cutting device (e. g. MultiCut). In the EN 12056 the minimum diameter for pressure lines in site drainage with attached pumps with cutting units is set to DN 32. If a sewage disposal unit for the disposal of a single toilet (e.g. WCfix) is used, the pressure line can be run in DN 25. If the tubing diameter has not yet been defined, it is chosen in such a way that a minimum flow velocity of vmin > 0,7 m/s is maintained. Now two cases are conceivable: Case A: The volume to be pumped off is larger or equal to the volume that is required to reach the minimum flow velocity vmin in the fittings and the conduit. Case B: The volume to be pumped off is smaller than the volume required to reach the minimum flow velocity. (Typical in single residence disposal and backpressure protection). In this case the minimum volume Q to be transported is set to the volume which is required in order to reach the minimum flow velocity vmin. Q = VD/m vmin Q VD/m vmin [l/s] [l/s] [l/s] = capacity = volume of the pressure line/meter (see table 6 and 7) = minimum flow velocity (generally 0,7 m/s)
The actual volume of waste water is here only used to maybe later determine the energy costs.
3.2 Pipe friction losses HvL
The flowing of the pumping medium through the tubing results in friction losses. These losses depend on flow velocity, diameter and roughness of the pipework, viscosity of the pumping medium, number and kind of fixtures and the length of the tubing. The smaller the diameter, the higher the flow velocity needs to be in order to pump the same volume through the pipe. The higher the flow velocity, the higher the friction losses. They rise by square in comparison to the flow velocity - this means a doubling of the flow velocity yields a quadruplicate of the friction losses. Another factor is the operational roughness kb of the interior wall of the tubing. It can be between 0,1 mm and several millimetres. The determining factors are material and condition of the tubing. If no specific defaults are given a standard factor of kb = 0,25 mm should be used. Table 5a or 5b or chart 2 are used to determine the pipe friction loss HvL depending on given or chosen tubing diameter and tubing length. To do so the nomogramm is entered vertically with the relevant pumping volume until the vertical line intersects with the diagonal tubing line of the chosen diameter. The other diagonals indicate the flow velocity of the volumes to be pumped in the chosen pipe. When a horizontal line is now drawn starting from this point, the pipe friction loss for 100 m pipework can be read on the y-axis. The chart is valid for an operational roughness of kb = 0,25 mm.
Chart 2: Pressure loss in pipes (kb = 0,25 mm) = 1,31 mm2/s (water 10C)
A linear conversion of the found HvL100 value may be performed for the existing conduit length. 1. Example: di and Q known, HvL searched cuts DN 100 at HvL100 = 1,1 m Q = 25 m3/h v = 0,9 m/s This means for a pressure line of 350 m: 1,1 m 350 m = 3,85 m HvL = 100 m 2. Example: Q known, HvL and di searched cuts DN 100 between v = 0,7 m/s and 2,3 m/s Q = 30 m3/h chosen: DN 100, since v x 0,7 m/s and equals HvL100 = 1,6 m v = 1,1 m/s This means for a pressure line of 160 m: 1,6 m 160 m = 2,56 m HvL = 100 m For the estimate assessment of pipe friction losses table 5a or 5b may also be used.
Table 5a: Pipe friction losses HvL100 per 100 m conduit length
Flow rate in m3/h 2 4 6 8 10 15 20 25 30 35 40 45 50 55 60 70 80 100 150 200 300 400 25 11,0 43,0 95,0 32 2,9 11,2 26,0 40 0,9 3,6 7,7 13,5 21,0 50 0,3 1,1 2,4 4,2 6,5 14,5 25,5 39,6 Inner diameter in mm 65 80 100 0,3 0,6 1,1 1,7 3,7 6,5 10,0 14,3 19,4 25,3 31,9 125 150 200 250
0,2 0,4 0,6 1,3 2,2 3,4 4,9 6,6 8,5 10,8 13,2 16,0 19,0 25,8 33,6
0,2 0,4 0,7 1,1 1,5 2,1 2,7 3,4 4,1 5,0 5,9 8,0 10,4 16,2
HvL 100 [m] 0,1 0,2 0,3 0,5 0,7 0,9 1,1 1,3 1,6 1,9 2,5 3,3 5,1 11,3 19,9
0,3 0,3 0,4 0,5 0,6 0,7 1,0 1,3 2,0 4,4 7,7 17,2 30,4
0,2 0,3 0,5 1,0 1,7 3,8 6,8
0,3 0,5 1,2 2,1
absolute roughness kb = 0,25 mm kinematic viscosity = 1,31 mm2/s (water 10C)
Table 5b: Friction losses HvL 100 for pressure pipework as per DN 14811
Flow rate in m3/h 16 19 12 15 18 21 24 30 36 48 60 72 96 C 42 4 9 15 22 30 41 53 losses in mWS per length of 100 m C 52 2 3 5 8 11 15 20 26 40 65 B 75 1 1,5 2 3 4 5 8 14 22 30 45
3.3 Losses HvE in mounting parts, valves and fittings
Additional values are the flow losses in the installation. In order to determine the resistance coefficients for valves and fittings it is sufficiently precise to take the respective -values from table 6.
Table 6: Drag coefficient for valve and shaped parts
Mounting part GR 35/40 GR 50 GR-system GR-system Bend 45, Elbow 45, Bend 90, Elbow 90, Flat slide Flat slide Flat slide Flat slide Flat slide Flat slide T-piece T-piece T-piece T-piece Extension Extension Extension Extension Extension Extension Extension Extension Extension Extension Extension Extension Free outflow DN foot + claw foot + claw 65 80-150 R/D = 2,5 R/D = 1,0 R/D = 2,5 R/D = 1,0 32 40 50 80 100 150 80 100 150 200 50/ 40 = 1,25 100/ 80 = 1,25 150/100 = 1,5 200/150 = 1,33 50/ 40 = 1,25 100/ 80 = 1,25 150/100 = 1,5 200/150 = 1,33 50/ 40 = 1,25 100/ 80 = 1,25 150/100 = 1,5 200/150 = 1,33 8 8 8 8 10 10 10 10 18 18 18 18 -Werte 1,30 1,00 0,25 0,22 0,20 0,35 0,35 0,50 0,50 0,46 0,42 0,36 0,34 0,30 1,30 1,30 1,30 1,30 -Werte 0,08 0,08 0,12 0,10 0,11 0,11 0,20 0,14 0,12 0,12 0,24 0,17 1,00
The -values of the reflux valves can be taken from chart 3 depending on the capacity Q. The found -values are added up (). With the help of chart 4 the chart is entered starting at the top left with the capacity Q. When the chosen pipe diameter di is intersected, the line has to be drawn straight down to the second part of the chart starting with this point. From there it is taken parallely to the lines of the flow velocity until the line with the sum of zeta values is intersected. Starting from here the line is again drawn straight down which yields the pressure loss factor HvE. Example: Q = 30m3/h
Mounting parts 1 valve DN 100 2 elbows 90, DN 100 1 swing-type check valve R 100 G weight in the middle Sum 8,34 0,34 0,50 7,00 -complete 0,34 1,00 7,00
Chart 4 results in: HvE = 0,45 m HvE is then added to HvL: Hv = HvL + HvE
Chart 3: characteristics frictions of reflux valves
Chart 4: Level of pressure loss for mounting parts and fittings
3.4 Geodetic head Hgeo
The geodetic head indicates the difference between switch-off point of the pump and the connection to the gravity sewer. The pump has to "lift" the pumping medium this far.
The geodetic head is a system constant that cannot be altered. Therefore it is also set in the Q-H-chart as a constant to which the other losses Hv are added.
3.5 Manometric head Hman
The addition of Hv and Hgeo yields the manometric head Hman, necessary for selecting a pump. Hman = Hv + Hgeo With this calculated factor and with the required pumping volume a suitable pump for the case of use is chosen. The characteristic of the pump has to be above or on this desired operation point (1).
At this point, however it can only be stated that the pump is able to pump the occurring waste water volume. A statement regarding the actual operation point is not yet possible. To do so it is necessary to assess the pipework or unit characteristic. When one assumes several different quantities Q and determines the factors Hv for these, one finds several points that can be entered into the Q-H-chart. The connection of these points equals the tubing or unit characteristic.
In order to now determine the actual operation point of the pump the intersection point of unit characteristic and pump characteristic has to be found. This is the actual operation point of the pump. It is both in capacity and manometric head higher than the desired operation point found for the pre-selection of the pump.
3.6 Flow velocity v
The volumes of the pressure pipe per meter VD/m are needed for the verification of the flow velocity. For short lengths of pipework it is sufficiently exact to work with the values of table 7. Q v = VP D/m
DN VD/m (l/m) 25 0,5 32 0,8 40 1,3 50 2 65 3,3 80 5 100 8 125 12,3 150 18 200 31 250 50 300 71
vmin 0,7 m/s
vmax 2,3 m/s
When larger distances have to be crossed it is necessary to calculate with the exact volumes or respectively diameters (table 8) because otherwise the derivations occurring in the loss factors will be too great. The inner diameters vary in part greatly due to the different materials and their solidity. Among other things this is due to the fact that the outer diameters of the plastic pipes are the same while different wall thiknesses result in different inner diameters. Example: PVC-pipe DN 100, PN 10 PEHD-pipe DN 100, PN 10 110 x 5,3 mm 110 x 10 mm di = 99,4 mm di = 90,0 mm VD/m = 7,76 l/m VD/m = 6,36 l/m
Table 8: gauge table of common pressure lines
Grey cast iron pipes PN 16 DIN 28610 class K10 DN 25 32 40 50 65 80 100 Dxs di VD/m (VL) Qmin PVC-pipes DIN 6061/6062 PN 10 serial 4 Dxs 32 x 40 x 50 x 63 x 75 x 90 x 110 x 125 x 1,5 1,9 2,4 3,0 3,6 4,3 5,3 6,0 di 28,4 36,2 45,2 57,0 67,8 81,4 99,4 113,0 126,6 144,6 162,8 180,8 203,4 226,2 253,2 285,0 321,2 VD/m (VL) 0,63 1,03 1,60 2,55 3,61 5,20 7,76 10,03 12,59 16,42 20,82 25,67 32,49 40,19 50,35 63,79 81,03 Qmin 0,44 0,72 1,12 1,79 2,53 3,64 5,43 7,02 8,81 11,50 14,57 17,97 22,75 28,13 35,25 44,66 56,72 PEHD-pipes DIN 8074 PN 12,5 PE80 SDR 11 Dxs 32 40 50 63 75 90 110 125 140 160 180 200 225 250 280 315 355 x 2,9 x 3,7 x 4,6 x 5,8 x 6,8 x 8,2 x10,0 x 11,4 x 12,8 x 14,6 x 16,4 x 18,2 x20,5 x22,8 x25,5 x28,7 x32,3 di 26,2 32,6 40,8 51,4 61,4 73,6 90,0 102,2 114,4 130,8 147,2 163,6 VD/m (VL) 0,54 0,83 1,31 2,07 2,96 4,25 6,36 Qmin 0,33 0,58 0,92 1,45 2,07 2,98 4,45
98 x 9,0 118 x 9,0
5,03 7,85
3,52 5,50
144 x 9,2 170 x 9,5
125,6 151,0
12,39 8,67 17,91 12,54
140 x 6,7 160 x 7,7 180 x 8,6 200 x 9,6 225 x10,8 250 x 11,9 280 x13,4 315 x15,0 355 x16,9
8,20 5,74 10,28 7,20 13,44 9,41 17,02 11,91 21,02 14,71
222 x10,0 202,0 274 x10,5 253,0 326 x11,0 304,0
32,05 22,43 50,27 35,19
72,58 50,81
184,0 26,59 18,61 204,4 32,81 22,97 229,0 41,19 28,83 257,6 52,12 36,48 290,4 66,23 46,36
VL = notation from pipe norms
4. Pumping unit 4.1 Single or duplex system
Systems for overlookable single cases can be executed as single units with only one pump. In systems where waste water transport may not be interrupted a double unit must be installed (EN 12056-4). In this case the pumping capacity of one pump has to be chosen in such a way that it can pump the maximum quantity of possible waste water.
4.2 Parallel connection of pumps
When two pumps for example in a duplex pumping system pump together into one pipeline, the total pumping volume is larger than with single use, but not twice as large. The reason therefore can be found in the loss factors which rise in squares to the flow velocity. In order to determine the performance of the pumps the respective pump characteristics are graphically added. To this effect auxiliary lines can be entered into the Q-H-chart, from which the same amounts (a) are respectively deducted from left to right. These new points P are connected and yield the collective characteristic of pump 1 and 2.
The intersection points with the unit characteristic yield the operation points Q1,2 / H1,2 for single use of the pumps 1 or 2 and the operation points Q1+2 / H1+2 for parallel use of both pumps. The performance of the single pumps is found by drawing a horizontal line (n) from the intersection point of the unit characteristic with the combined pump characteristic. The x-axis now shows that with equal pumps 1 and 2 each pump pumps approximately half of the total pumping quantity but clearly less than when working alone.
When pumps of different sizes are connected in parallel the same applies mutatis mutandi. However, the characteristic lines have an altered collective curve with respect to their character due to their different sizes. When the unit characteristic is relatively low (H) it intersects the collective characteristic of both pumps (A - B - C). A horizontal line from this intersection point to the left yields the respective intersection points with the pump characteristic, so that the x-axis indicates the volume pumped by the single pumps. If the unit characteristic is very steep (G) it may occur that the collective pump characteristic is only intersected in the share of the larger pump (A - B). A horizontal line then does not yield an intersection point with the pump characteristic. This indicates that the smaller pump cannot work because the pressure of the larger pump is too high.
The setting of three or more pumps is performed respectively.
4.3 Series connection of pumps
When a greater pumping volume is reached by paralleling, higher pumping heads can be reached by series connection. The way of graphic illustration and determination of the operation points is to be performed similar to the parallel connection. The difference is in not adding over the pumping volume but over the pumping head.
4.4 Pressure pipe volume VD
In order to avoid that the waste water remains for long periods of time in the pressure line and therewith causes unpleasant odour at the transfer chamber it is sensible that the pipe volume is exchanged with each operating cycle of the pumps by the pump volume Vp, provided that the length of the pipe allows this. Vp VD ? When the exchange is not ensured, an appropriate pressure flushing unit has to be used in case of need. The pipe volume per meter VD/m can be taken from table 7 or respectively table 8. The pipe volume VD results from the following formula: [l] = Volume of the pressure pipe VD VD/m [l/m] = Volume of the pressure pipe per meter VD = VD/m LD [m] = Length of the pressure pipe LD
4.5 Duration of switching interval TSp
In order to avoid undue strain to the motors of the pump due to too frequent starting (chatter effect) there are minimum switch-on intervals for the duration of switching intervals TSp depending on the assumed motor performance P1. With motors that are at least half way immersed into the sump well, longer switching intervals are also permissible.
Table 9: Duration of switching interval TSp
for motors up to P1 = 4 kW (direkt starting) for motors up to P1 = 7,5 kW (star-delta starting) for motors up to P1 = 7,5 kW (star-delta starting) TSp = 120 s TSp = 144 s TSp = 180 s
4.6 Pump volume Vp
For the selection of the right sump and for adjusting the level contactors it is necessary to determine the minimum pumping volume Vp. The pumping volume is the volume between switch-on and switch-off point of the pump in the sump. When the inlet volume Qz does not fluctuate greatly the following formula can be used for calculating: Vp = TSp Qz (Qp Qz) Qp Vp TSp Qz Qp [l] [s] [l/s] [l/s] = Pumping volume = Duration of switching interval = Inlet volume = Pumping volume of the pump at operation point
Upon greatly fluctuating inlet volumes, like for example in rainwater pumping stations - soft or hard rain - the maximum required pumping volume should be determined for the calculation of the pumping volume Vp. Q It is reached when Qz = p is entered into the formula. 2
4.7 Hysteresis hp
The hysteresis hp, i. e. the adjustment distance of the level contactors within the PKS, is taken from chart 13 by means of the determined minimum pumping volume Vp.
Chart 13: hysteresis hp PKS
4.8 Sump volume Vsu, switch-off level hAus
The volume remaining in the sump Vsu and the switch-off level hAus can be determined by means of the table below. It has to be verified if the switch-off level is larger or equals the factor which ensures that the spiral casing of the pump does not emerge (see dimensions of the chosen pump). The banking level h results from h = hp + hAus
Table 10: level switch-off points hAus / sump volume Vsu Sumps for sewage pumps UAK/UFK
PKS 800 - 50/D 50 -80 hAus [mm] Vsu [l] 190 105 250 129 PKS 1200 -50/D 50 -80/D 80 200 480 240 515 PKSD 1000 -50/D 50 270 118
Sumps for drainage pumps U/US
PKS 800 -50/D 50 hAus [mm] Vsu [l] 235 137 PKS 1200 -50 (40) -D 50 (50) 210 125
Upon selection of a provided sump attention has to be paid that the measurement h is not larger than the maximum banking level from sump bottom to approx. 100 mm below the lower edge of the inlet. Should this be the case the inlet has to be relocated or a respectively larger sump has to be selected.
5. Calculation examples 5.1 Calculation example I
Sewage disposal unit for waste water containing faeces 1. Determination of volumes in accordance with EN 12056-4 Installation location: boarding house K = 0,5 l/s Depending of the kind of object to be drained the concurrence of use of the connected drainage objects is determined by the factor K. The following drainage objects are to be discharged (system I): connecting valves name DU DU 12 hand wash basins 0,5 26,0 18 toilets (with 6 l tank) 2,0 16,0 14 urinals 0,5 22,0 12 floor drains DN 70 1,5 23,0 = 27,0 Grease separator NG 2 (manufacturer requirement) Qc = 2,0 l/s connected to it: 1 dishwasher 2 kitchen drains 2 sinks in the kitchen The total volume therewith results at: Qww[l/s] = waste water discharge DUs + Qc Qww = K K = drainage characteristic 27,0 + 2,0 l/s = 0,5 DU [l/s] = connecting valves Qww = 4,60 l/s Qc [l/s] = continuous discharge Note: When the determined waste water discharge Qww is smaller than the largest connection value of a single drainage object, the latter is controlling! 2. Verification of the minimum flow velocity vmin The unit is supposed to be connected by way of an existing pressure line DN 100 with a length of L = 25 m. The operational roughness is kb = 0,25 mm. The minimum flow velocity in pressure lines is vmin > 0,7 m/s The pressure line has a volume VD/m = 8 l/m (see table 7 - the values are approximated values for di = DN. With larger tubing lengths it is recommended to calculate with the actual inner diameters of the pipes from table 8. These, however, vary greatly due to the different materials and the resulting wall thiknesses of the pipes.) This means that a minimum capacity Q of 0,7 m/s Q = VD/m = 8,0 l/m 0,7 m/s Q = 5,6 l/s is here required. Upon verifying if the occurring capacity is larger than the necessary one (Qww Q) it is determined that Qww is < Q 4,60 l/s < 5,60 l/s This means that the next steps of the calculations are not performed with the actually occurring volume of waste water but that the volume necessary for reaching the minimum flow velocity is applied. Q = 5,60 l/s With the conversion factor 3,6 a conversion can be performed from unit [l/s] to [m3/h]. Q = 20,16 m3/h 20 m3/h 11
3. Determination of the tubing friction losses of the tubing HvL The loss level HvL is determined from chart 2. To do so the intersection point of the pumping stream Q = 20,0 m3/h with the pressure line DN 100 is searched. Starting with this intersection point a horizontal line is drawn on the side edge of the chart. The loss factor HvL for 100 m tubing can now be read off from here. HvL100 = 0,70 m / 100 m tubing The total loss factor for the tubing results from the multiplication with the tubing length LD. HvL HvL = HvL100 LD 0,7 m = 25 m 100 m = 0,18 m
4. Determination of the loss factor HvE of the mounting parts and fittings In table 6 and chart 3 the zeta values for fittings and mouldings can be determined. The following fittings and mouldings are supposed to be installed in the pressure line: piece 1 3 1 name sluice valve DN 100 elbows DN 100, 90 swing-type check valve R 101 0,34 0,35 7,00 for Q = 20 m3/h 0,34 1,05 7,00 8,39
Chart 4 yields for Q = 20 m3/h and = 8,39 m
HvE = 0,2 m.
5. Total loss factor Hv The total loss factor results from the addition of all single loss factors Hv = HvL + HvE = 0,18 m + 0,2 m Hv = 0,38 m 6. Geodetic head Hgeo The level difference between the switch-off point of the pump and the transfer point is called geodetic head. In this example the Hgeo = 3,1 m.
7. Manometric head Hman The manometric head is the sum of the total loss factor and geodetic head lift. Hman = Hv + Hgeo = 0,38 m + 3,1 m = 3,48 m Hman 3,5 m
8. System selection The values Q = 20 m3/h (see pt. 2) and Hman = 3,5 m (see pt. 7) yield the desired operation point". It is used to pre-dimension the sewage disposal unit. The pump characteristic has to be above the desired operation point. Since it is a boarding house where, according to EN 12056-4, waste water discharge may not be interrupted, an automatic spare pump or a double unit has to be provided for. Therefore a double unit is selected for safety reasons. Selected unit: compli 1010/4 BW
This way the unit can be sufficiently dimensioned. If, however, the precise operation point is required, the pipe or unit characteristic has to be determined and entered into the above chart. To do so several pumping volumes are assumed at random. Then the corresponding loss factors are determined (see pt. 3-7). The geodetic head Hgeo is to be entered as a constant on the y-axis. The determined Hv values are added to it.
In the example at hand the losses for the quantities Q = 30 und 40 m3/h were determined and entered into the chart. Connecting the points found this way results in the unit or pipe characteristic. The intersection point yields the actual operation point of the pump. The pump has a capacity Q = 32,0 m3/h at Hman = 3,8 m.
9. Verification of the flow velocity v The flow velocity should, in order to avoid, water hammers and impacts on the reflux valve, not be greater than Q 3 v = p = 32 m /h = 1,11 m/s [3,6 = conversion factor m3/h in l/s] VD/m 8,0 l/m 3,6 vmin v < vmax 0,7 m/s 1,11 m/s < 2,3 m/s The flow velocity is within the permitted range.
5.2 Calculation example II
Rainwater pumping unit with drain pumps UAK and concrete sump 1. Quantity determination according to DIN 1986 part 100 In table 4 the drainage coefficients C depending on the kind of connected precipitation area can be determined. The following precipitation areas are connected: Name roof (slope 3) footpath with pavement 10 x 10 cm parking site with black top Area A1 = 170,0 m2 A2 = 110,0 m2 A3 = 176,5 m2 Drainage coeffiecient C = 1,0 C = 0,6 C = 1,0
For the calculation it is necessary to have knowledge regarding the assessment level of rainfall which varies greatly from region to region. For a precise calculation the factor has to be requested with the local building authority. An overview can be taken from EN 12056-4 appendix A. For the example at hand a mean assessment level of rainfall is assumed at r(D,T) QR QR1 QR2 QR3 QR13 = = = = = = 200 l / (s ha) C A 170 m2 110 m2 76,5 m2 [1 ha = 10.000 m2] r(D,T) = 3,40 l/s = 1,32 l/s = 1,53 l/s 6,25 l/s 10.000 m2 / ha ha) 200 l / (s 10.000 m2 / ha ha) 200 l / (s 10.000 m2 / ha ha) 200 l / (s 10.000 m2 / ha
The conversion factor 3,6 can be used to convert from unit [l/s] to [m3/h]. VR 13
2. Dimensioning of pressure pipework The unit is supposed to be connected via a pressure line of L = 520 m. The operational roughness is kb = 0,25 mm. The minimum flow velocity inside pressure lines is vmin > 0,7 m/s. In order to keep energy costs as low as possible it is attempted that the flow velocity does not rise considerably above v = 1,0 m/s. The determination of the necessary diameter can be performed with chart 2. Therefore the chart is entered from top to bottom with Q = 22,5 m3/h. When the quantity Q intersects the line vmin one can see that the intersection point is between the diagonal rows of diameters di 100 and di 125. This means in the pressure line di 100 v is > 0,7 m/s and in the line di 125 v is <0,7 m/s. Extending the vertical line further to the diagonal di 100 yields the result that the flow velocity of this line is approx. v = 0,8 m/s and therewith greater than the minimum flow velocity of Vmin = 0,7 m/s. Chosen: pressure line DN 100
3. Determination of the pipe friction losses HvL The loss factor Hv is taken from chart 2: To do so the intersection point of the pumping capacity Q = 22,5 m3/h with the pressure line di 100 is determined. Starting from this intersection point a horizontal line is drawn on the side edge of the chart. The loss factor HvL100 for 100 m of pipe can be read off from here. = 0,90 m / 100 m conduit HvL100 The total loss factor for the tubing is determined by multiplication with the pipe length L. HvL = HvL100 L 0,9 m HvL = 520 m 100 m HvL = 4,68 4,7 m 4. Determination of the friction losses HvE of the mounting parts and fittings In table 6 and chart 3 the zeta values for fittings and mounting parts can be determined. The following fittings and mountings are supposed to be installed in the pressure line and the pump sump: piece 11 12 11 name for Q = 22,5 m3/h 00,34 00,35 20,00 = 00,34 04,20 20,00 24,54
sluice valve DN 100 elbows DN 100, 90 swing-type check valve R 100 G, weight on the outside
Chart 4 yields HvE = 0,8 m for Q = 22,5 m3/h and = 24,54. 5. Total friction loss Hv The friction loss results from the addition of all single loss factors Hv = HvL + HvE = 4,7 m + 0,8 m Hv = 5,5 m 6. Geodetic head Hgeo The level difference between the switch-off point of the pump and the outflow into the gravity sewer is called geodetic head. In this example the Hgeo = 1,8 m
7. Manometric head Hman The manometric head is the sum of the total friction losses and geodetic head. Hman = Hv + Hgeo = 5,5 m + 1,8 m Hman = 7,3 m
8. Pump selection The values Q = 22,5 m3/h (s. Pkt. 2) and Hman = 7,3 m (s. Pkt. 7) yield the "desired operation point". This is used to pre-dimension the pumps. The pump characteristic has to be located above the desired operation point. Depending on the desired security the pump can be more or less overdimensioned. Selected pump: UAK 25/4 CW 1
This way the unit can be sufficiently dimensioned. If, however, the precise operation point is required, the pipe and unit characteristic has to be determined and entered into the above chart. To do so several pumping volumes are taken at random. Then the corresponding loss factors (s. pt. 3-7) are determined. The geodetic head Hgeo has to be set to the y-axis as constant. The determined Hv values are added on it. Since it is a double unit it can also be determined how much water is pumped when both pumps are simultaneously working at peak load. To do so the characteristic of the second pump is graphically added to the first characteristic. Then the actual operation points are determined.
In the example at hand the losses for the quantities Q = 30 and 40 m3/h were determined and entered into the chart. Connecting the points found this way results in the unit and pipe characteristic. The points of intersection indicate the actual operation points of the pumps for base and peak load. The pumps have a performance of Q = 24,0 m3/h at Hman = 7,9 m (base load) and Q = 26,0 m3/h at Hman = 8,8 m (peak load).
Since pumps are usually set up in such a way that one pump can handle the total amount of occurring water the second pump is referred to as stand by pump. Only in special cases the so called peak load is used.
9. Checking of flow velocity v The flow velocity should not exceed vmax = 2,3 m in order to avoid water hammers and impacts on the reflux valve. v = Qp VD/m 24 m3/h 8,0 l/m 3,6 [3,6 = conversion factor m3/h in l/s] < < vmax 2,3 m/s
= 0,83 m/s vmin 0,7 m/s v 0,83 m/s
10. Duration of switching period Tsp The chosen pumps of type UAK 25/4 CW1 are having a power consumption of P1 = 2,7 kW. According to table 9 this results in a duration of switching period of TSp = 120 s
11. Pump volume Vp For the required minimum pump volume Vp the following formula applies: Vp Vp = = TSp Qz (Qp Qz) Qp 120 s 22,5 m3/h (24 m3/h 22,5 m3/h) 24 m3/h 3,6 46,9 l [3,6 = conversion factor m3/h in l/s]
6. Pump dimensioning support
Company: Address: Place:
(Application see next page) 1.1 1.1.1 Sewage inside of the building 2.4 2.4.1
Tel./Fax: Project: Refax: + 49 52 04 17 331
Storm water Minimum assessed rainfall: l/(sha) 3.4 Length of pipework: m 3.5 Material of pipework: If already known: 3.3 or inner diameter or pipework mm
Area: (see also catalogue) Watertight surface, detailed designation: Partial watertight surface and slight drained areas. detailed designation: Water permeable surface slight or non-drained, detailed designation:
Waste water inside of the building
4. Kind of pump station
4.1 Construction Single unit Duplex unit Place of installation Inside of the building
(Application see next page) 2.1 2.2 2.3 Building type:
Population: 3.1 Total flow Number of connections: Wash-basin, Bidet Shower without plug Shower with plug Urinal with flushing cistern Urinal with flushing valve Urinal Bathtub Kitchen sink Dishwasher (household) Washing machine 6 kg Washing machine 12 kg WC with 4,0 l cistern WC with 6,0 l cistern WC with 7,5 l cistern WC with 9,0 l cistern Ground drainage DN 50 Ground drainage DN 70 Ground drainage DN 100 3.2 Free outflow Is the outflow point below the pump base level? m 4.2.1 Hgeo Static head:
Abovefloor, JP storage tank Underfloor; sump by customer Underfloor, JP sump
Sump by customer JP sump
Place of control unit Inside of building Outside of building
Yes => enclose sketch No
Name / stamp:
JUNG PUMPEN GmbH Industriestr. 4-6 D-33803 Steinhagen Phone +49 52 04 170 Fax +49 52 04 8 03 68
1.1 Sewage 1.1.1 inside of the building 1.1.1.1 Industrial single drainage 1.1.1.2 Houseboat 1.1.1.3 Allotment 1.1.1.4 Underground car park 1.1.1.5 Discotheque 1.1.1.6 Single/Doublehouse basement 1.1.1.7 Flat 1.1.1.8 Restaurant 1.1.1.9 Business building 1.1.1.10 Trade company 1.1.1.11 Hotel 1.1.1.12 Industrial plant 1.1.1.13 Department store 1.1.1.14 Sauna 1.1.1.15 Cinema 1.1.1.16 Hospital 1.1.1.17 Multiple dwellings 1.1.1.18 Public buildings 1.1.1.19 Party cellar 1.1.1.20 School 1.1.1.21 Swimming pool 1.1.1.22 Souterain flat 1.1.1.23 Sports complex 1.1.1.24 Theatre 1.1.1.25 Subway 1.1.1.26 Residential blocks 1.1.1.27 Shared disposal 1.1.1.28 Street 1.1.1.29 Disposal of single toilet 1.1.2 outside of the building 1.1.2.1 Drainage of weekend house 1.1.2.2 Back flow protection of a single house 1.1.2.3 Waste water with high static / man. head 1.1.2.4 Pressure drainage with MultiCut system 1.1.2.5 Fibrous additions 1.1.2.6 Pressure drainage without MultiCut system 1.1.2.7 Waste water with fibrous admixtures 1.1.2.8 Mixed water 1.1.2.9 Storm water 1.1.2.10 Unscreened sewage 1.1.2.11 Crude sludge 1.1.2.12 Waste water with admixtures that lead to twining 1.1.2.13 Waste water with abrasive admixtures 1.1.2.14 Sewage with gas / air admixtures 1.1.2.15 Surface water 1.1.2.16 Municipal sewage pumps 1.1.2.17 Waste water, large capacity 1.1.2.18 Storm water storage basin 1.2 Dirty water 1.2.1 inside of the building 1.2.1.1 Water with abrasive admixtures 1.2.1.2 Industrial dirty water 1.2.1.3 Floor drain 1.2.1.4 Water with solid sediments 1.2.1.5 Hot water 1.2.1.6 Cellar drainage 1.2.1.7 Back flow protection 1.2.1.8 Dirty water 1.2.1.9 Bath tub 1.2.1.10 Shower 1.2.1.11 Foot bath 1.2.1.12 Dishwasher 1.2.1.13 Coffee bar 1.2.1.14 Drain basin 1.2.1.15 Tea kitchen 1.2.1.16 Bar drain 1.2.1.17 Washbasin
1.2.1.18 1.2.1.19 1.2.1.20 1.2.1.21 1.2.1.22 1.2.1.23 1.2.1.24 1.2.1.25 1.2.1.26 1.2.1.27 1.2.1.28 1.2.1.29 1.2.1.30
Washing machine Aggressive media Condensate of a condensing boiler Condensate of air conditioning equipment Backwash water from filter systems Swimming pool Serial shower Serial washing system Garage Filling station Water with fibrous admixtures Laundry, commercial Emergency overflow of a heating system
1.2.2 outside of the building 1.2.2.1 Foot bath 1.2.2.2 Back flow protection 1.2.2.3 Dirty water 1.2.2.4 Mobile operated pump 1.2.2.5 Water with abrasive admixtures 1.2.2.6 Aggressive media 1.2.2.7 Brackish water 1.2.2.8 Drainage 1.2.2.9 Liquid furtilizer 1.2.2.10 Surface water 1.2.2.11 Swimming pool 1.2.2.12 Ensilage 1.2.2.13 Percolating filter 1.2.2.14 Water with solid admixtures 1.2.2.15 Storm water 1.2.2.16 Backflow protection of single houses 1.2.2.17 Water with high static / man. head 1.2.2.18 Water with fibrous admixtures 1.2.2.19 Water with fibrous and solid admixtures 1.2.2.20 Water with admixtures that lead to twining 1.2.2.21 Water with gas / air admixtures 1.2.2.22 Municipal application 1.2.2.23 Water, large capacity 1.2.2.24 Industrial dirty water 1.2.2.25 Garage 1.2.2.26 Filling station 1.2.2.27 Building site application 1.2.2.28 Water with fibrous admixtures 1.2.2.29 Serial shower 1.2.2.30 Serial washing system 1.2.2.31 Hot water 2.1 Kind of building 2.1.1 Temporary use (residential premesis, boarding house) 2.1.2 Regular use (hospital, school, restaurant) 2.1.3 Frequently use (public toilet/shower) 2.1.4 Special use (laboratory) Static (Hgeo) The static head is the difference between the switch off point of the pump and the discharge point of the water. The pump has to lift the water this height. The static head is a constant value, that cannot be changed. By adding the fiction losses (Hv), to the static head, the result is the manometric head (Hman).
backpressure level
Sewer level below the basement floor
Sewer level above the basement floor
7. Backpressure level
In accordance with EN 12056-4 the top level of the street at the connection site is regarded as backpressure level if not otherwise defined by local regulations. Drainage objects below backpressure level have to be connected to the public sewage system by way of a pumping station with backpressure loop. All drainage objects located above backpressure level are to be drained using natural incline. In case of a "backpressure situation" within the sewage system and the building connection lines the use of the connected drainage objects is possible through an automatically working wastewater pumping station.
8. Formula symbols used
Symbol A C DU DN di E h hAus hp Hgeo Hman Hp Hv HvE HvL Hv,i K kb LD P P1 Q Qc Qf Qg Qh Qmax Qmin Qp QR Qt Qtot Qww Qz qh r5/2 r5/100 r(D,T) TSp v VD VD/m vmax vmin Vp VSU Explanation Rainfall area Run-off coefficient Connection values (design unit) Nominal width Inner diameter of conduit Resident Banking level in the sump well Switch-off level in the sump well Differential height Geodetic head Manometric head Pumping head at operation point Total friction losses Friction losses of fittings etc. Pipe friction losses Pressure losses Drainage characteristic Operational roughness Length of pressure line Point Power consumption Capacity Continuous discharge Infiltration water Commercial and industrial waste water Domestic waste water admissible waste water discharge for vmax = 2,5 m/s admissible waste water discharge for vmin = 0,7 m/s pump capacity at the operating point Rainwater discharge Dry weather discharge Total waste water discharge Waste water discharge Inflow Specific occurrence of domestic waste water Five minute rain, once in two years Five minute rain, once in 100 years Assessment rainfall Duration of switching period Flow velocity Volume of pipeline Pipeline volume per meter Maximum admissible flow velocity Minimum flow velocity Pumping volume Sump volume Kinematic viscosity (Ny) Drag coefficient (Zeta) Unit m2 l/s mm mm mm mm mm m m m m m m m mm m kW l/s l/s l/s l/s l/s l/s l/s m2/h or l/s l/s l/s l/s l/s m2/h or l/s l/ (s . 1000 E) l/ (s . ha) l/ (s . ha) l/ (s . ha) s m/s l l/m m/s m/s l mm2/s -
9. PEHD pressure lines (excerpt)
PEHD-pipes DIN 8074
PN 7,5 PE 80 SDR 17,6 Qmin for x s di VD/m(VL) v = 0,7 m/s
32,0 40,0 50,0 63,0 75,0 90,0 110,0 125,0 140,0 160,0 180,0 200,0 225,0 250,0 280,0 315,0 355,0 400,0 450,0
1,9 2,3 2,9 3,6 4,3 5,1 6,3 7,1 8,0 9,1 10,2 11,4 12,8 14,2 15,9 17,9 20,1 22,7 25,5
28,2 0,62 35,4 0,98 44,2 1,53 55,8 2,45 66,4 3,46 79,8 5,00 97,4 7,45 110,8 9,64 124,0 12,08 141,8 15,79 159,6 20,01 177,2 24,66 199,4 31,23 221,6 38,57 248,2 48,38 279,2 61,22 314,8 77,83 354,6 98,76 399,0 125,04
0,44 0,69 1,07 1,71 2,42 3,50 5,22 6,75 8,45 11,05 14,00 17,26 21,86 27,00 33,87 42,86 54,48 69,13 87,53
PN 12,5 PE 80 SDR 11 Qmin for D x s di VD/m(VL) v = 0,7 m/s 25,0 x 2,3 20,4 0,33 0,23 32,0 x 2,9 26,2 0,54 0,38 40,0 x 3,7 32,6 0,83 0,58 50,0 x 4,6 40,8 1,31 0,92 63,0 x 5,8 51,4 2,07 1,45 75,0 x 6,8 61,4 2,96 2,07 90,0 x 8,2 73,6 4,25 2,98 110,0 x 10,0 90,0 6,36 4,45 125,0 x 11,4 102,2 8,20 5,74 140,0 x 12,8 114,4 10,28 7,20 160,0 x 14,6 130,8 13,44 9,41 180,0 x 16,4 147,2 17,02 11,91 200,0 x 18,2 163,6 21,02 14,71 225,0 x 20,5 184,0 26,59 18,61 250,0 x 22,8 204,4 32,81 22,97 280,0 x 25,5 229,0 41,19 28,83 315,0 x 28,7 257,6 52,12 36,48 355,0 x 32,3 290,4 66,23 46,36 400,0 x 36,4 327,2 84,08 58,86 450,0 x 41,0 368,0 106,36 74,45 25,0 32,0 40,0 50,0 63,0 75,0 90,0 110,0 125,0 140,0 160,0 180,0 200,0 225,0 250,0 280,0 315,0 355,0 400,0 450,0
PN 20 PE 80 SDR 7,25 PN 10 PE 100 SDR 17 Qmin for Qmin for x s di VD/m(VL) v = 0,7 D x s di VD/m(VL) v = 0,7 m/s m/s x 3,5 18,0 0,25 0,18 25,0 x 1,8 21,4 0,36 0,25 x 4,5 23,0 0,42 0,29 32,0 x 1,9 28,2 0,62 0,44 x 5,6 28,8 0,65 0,46 40,0 x 2,4 35,2 0,97 0,68 x 6,9 36,2 1,03 0,72 50,0 x 3,0 44,0 1,52 1,06 x 8,7 45,6 1,63 1,14 63,0 x 3,8 55,4 2,41 1,69 x 10,4 54,2 2,31 1,62 75,0 x 4,5 66,0 3,42 2,39 x 12,5 65,0 3,32 2,32 90,0 x 5,4 79,2 4,93 3,45 x 15,2 79,6 4,98 3,48 110,0 x 6,6 96,8 7,36 5,15 x 17,3 90,4 6,42 4,49 125,0 x 7,4 110,2 9,54 6,68 x 19,4 101,2 8,04 5,63 140,0 x 8,3 123,4 11,96 8,37 x 22,1 115,8 10,53 7,37 160,0 x 9,5 141,0 15,61 10,93 x 24,9 130,2 13,31 9,32 180,0 x 10,7 158,6 19,76 13,83 x 27,6 144,8 16,47 11,53 200,0 x 11,9 176,2 24,38 17,07 x 31,1 162,8 20,82 14,57 225,0 x 13,4 198,2 30,85 21,60 x 34,5 181,0 25,73 18,01 250,0 x 14,8 220,4 38,15 26,71 x 38,7 202,6 32,24 22,57 280,0 x 16,6 246,8 47,84 33,49 x 43,5 228,0 40,83 28,58 315,0 x 18,7 277,6 60,52 42,37 x 49,0 257,0 51,87 36,31 355,0 x 21,1 312,8 76,85 53,79 x 55,2 289,6 65,87 46,11 400,0 x 23,7 352,6 97,65 68,35 x 62,1 325,8 83,37 58,36 450,0 x 26,7 396,6 123,54 86,48
Dxs di VD/m Q v
= outer diameter x wall thickness [mm] = inner diameter of conduit =Volume of conduit [l/m] defined as VL in pipeline standards = Capacity [l/s] = Flow velocity [m/s]
SDR = Relation of diameter/wall thickness (standard dimension ratio) Formula Units Flow velocity: v = Q/VD/m [m/s] = [l/s] / [l/m] Volume: Q = v x VD/m [l/s] = [m/s] x [l/m] Content of Conduit: VD/m = Q/v [l/m] = [l/s] / [m/s]
Conversion Table / Graphs
1 1 1 1 1 1 in ft yd mm cm m = = = = = = in 1 12 36 0,03937 0,3937 39,37 ft 0,08333 1 3 3281 10-6 0,3281 3,281 yd 0,02778 0,3333 1 -6 1094 10 0,1094 1,094 mm 25,4 304,8 914,4 1 10 1000 cm 2,54 3,048 9,144 0,1 1 100 m 0,0254 0,3048 0,9144 0,001 0,01 1
1 1 1 1 1 1 in ft3 yd3 US gallon l m3
in3 1 1728 46656 268705,41 61,02 61023
ft3 -4 5,786 10 1 27 155,526 0,03532 35,32
yd3 -5 2,144 10 0,037 1 5,7551 0,00131 1,307
US gallon -6 3,7 10 6,4297 10-3 0,1737 1 0,2642 264
l 0,01639 28,32 764,55 3,785 1 1000
m3 -5 1,64 10 0,0283 0,7646 0,00378 0,001 1
1 kg 1t 1 lb = = = kg 1 1000 0,4531 t 0,001 1 0,0004531 lb 2,205 2205 1
Whitworth units
DN DN DN DN DN DN DN 032 040 050 065 080 100 150 = = = = = = = inch 114 112 2 212 3 4 6
Max. motor rating: P1 = power input P2 = power output
m inch (1 m = 39,37 in)
in 800 720 640 560 480 400 320 240 160 80 2 4 6 8 10 12 14 16 18 20 m in 4000 3600 3200 2800 2400 2000 1600 1200 800 400 10 20 30 40 50 60 70 80 90 100 m
m feet (1 m = 3,281 ft)
ft 65 60 55 50 45 40 35 30 25 20 15 10 5 2 4 6 8 10 12 14 16 18 20 m ft 325 300 275 250 225 200 175 150 125 100 75 50 25 10 20 30 40 50 60 70 80 90 100 m
m3/h US gpm (1 m3/h = 4,40335 US gpm)
US gpm 220 200 180 160 140 120 100 80 60 40 20 5 10 15 20 25 30 35 40 45 50 m3/h US gpm 2200 2000 1800 1600 1400 1200 1000 800 600 400 200 50 100 150 200 250 300 350 400 450 500 m3/h
kg lb (1 kg = 2,205 lb)
lb 120 100 80 60 40 20 5 10 15 20 25 30 35 40 45 50 kg lb 1200 1000 800 600 400 200 50 100 150 200 250 300 350 400 450 500 kg
Nomenclature of sewage pumps
Examples: UAK 25 /2 M 1 2 3 4 1 Type 2 Motorsize E 5 UAK E 1
UAK UFK 8 10 15 25 35 36 55 75 76 100 150 200 230 300
55 /4 CW2 2 3 6
non explosion proof explosion proof 0,8 kW 1,0 kW 1,5 kW 2,5 kW 3,5 kW 3,6 kW 5,5 kW 7,5 kW 7,6 kW 10,0 kW 15,0 kW 20,0 kW 23,0 kW 30,0 kW 2800 rpm 1450 rpm MultiCut single channel impeller single channel impeller single channel impeller vortex impeller vortex impeller single phase single phase with built in level control three phase three phase with built in level control solids handling discharge branch DN DN 65 80 2 1/2 inch 3 4 4 6
M A B C AW CW
E ES D DS
6 Size of pump case
A1 / A2 B1 / B2 / B3 / B4 / B5 B6 C1 / C5 / C6 C2 / C3 / C4 AW CW1 / CW2
040 mm 070 mm 070 mm 100 mm 100 mm 065 mm 100 mm
1 1/2 inch 2 3/4 inch 2 /4 inch 4 4
DN 100 DN 100 DN 150 DN 65
2 /2 inch 4 inch
Documents similaires à Calculation Basics Sewage Pumps
Suction Bell Design and Application Considerations
ISO 9906_2012 - Rotodynamic Pumps -- Hydraulic Performance Acceptance Tests -- Grades 1, 2 and 3
Plus de Zivadin Lukic
How to convert a numeric value into English words in Excel.pdf
regulacijske_gradjevine (OBALOUTVRDE)
Podela Tla Po Kriterijumu Izvodjenja Zemljanih Radova
Nebojsa Buncic
dragank61
prerada_voca_na_domaci_nacin.pdf
234 - Mehanika Tla-01-Priroda Tla i Osnovni Pokazatelji
80142657-2008-Powertrain.pdf