BS-EN-12056-4-2000.pdf

| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | BRITISH STANDARD BS EN 12056-4:2000 The European Standard EN 12056-4:2000 has the status of a British Standard ICS 91.140.80 NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW Gravity drainage systems inside buildings Ð Part 4: Wastewater lifting plants Ð Layout and calculation This British Standard, having been prepared under the direction of the Sector Committee for Building and Civil Engineering, was published under the authority of the Standards Committee and comes into effect on 15 September 2000 BSI 09-2000 ISBN 0 580 36442 9 BS EN 12056-4:2000 Amendments issued since publication Amd. No.DateComments National foreword This British Standard is the official English language version of EN 12056-4:2000. The UK participation in its preparation was entrusted by Technical Committee B/505, Wastewater engineering, to Subcommittee B/505/21, Roof drainage and sanitary pipework, which has the responsibility to: Ð aid enquirers to understand the text; Ð present to the responsible European committee any enquiries on the interpretation, or proposals for change, and keep the UK interests informed; Ð monitor related international and European developments and promulgate them in the UK. A list of organizations represented on this subcommittee can be obtained on request to its secretary. Cross-references The British Standards which implement international or European publications referred to in this document may be found in the BSI Standards Catalogue under the section entitled ªInternational Standards Correspondence Indexº, or by using the ªFindº facility of the BSI Standards Electronic Catalogue. A British Standard does not purport to include all the necessary provisions of a contract. Users of British Standards are responsible for their correct application. Compliance with a British Standard does not of itself confer immunity from legal obligations. Summary of pages This document comprises a front cover, an inside front cover, the EN title page, pages 2 to 19 and a back cover. The BSI copyright notice displayed in this document indicates when the document was last issued. (8523($1?67$1$5 1250(?(8523e(11( (8523b,6 - the rooms are of minor importance, i.e. no valuable items are present and the health of the inhabitants will not be affected in the case of flooding, and; - the number of users is small and a WC is available above flood level, and; - sanitary appliances do not need to be used during flooding. ?KLJKZD·?UHIHUV?WR?WKH?URDG?SDWKZDV?URDGVLGH?VKRXOGHUV?HWF? Page 6 EN 12056-4:2000 © BSI 09-2000 Figure 1 Illustration of protection against backflow where the drain or sewer is higher than the sanitary appliances Figure 2 Illustration of protection against backflow by means of a wastewater lifting plant where there is a fall to the drain or sewer Page 7 EN 12056-4:2000 © BSI 09-2000 Figure 3 Illustration of protection of a room of minor importance against backflow by means of anti- flooding valve where there is a natural fall to the sewer 5 Installation 5.1 General requirements Wastewater lifting plants shall be installed so that rotation is prevented. Wastewater lifting plants that might be subject to flotation shall be fastened down. Rooms containing wastewater lifting plants shall be of sufficient size to give a working space of at least 600 mm around and above all operating parts or components that may need maintenance. Rooms shall be adequately lit and well ventilated. Where a faecal wastewater lifting plant to prEN 12050-1 is used, a sump shall be provided. All pipework connections to a wastewater lifting plant shall be noise absorbing. Collection tanks for wastewater containing faecal matter shall not be structurally connected to the building. Where a faecal wastewater lifting plant is used within a building, it shall have a free-standing collection tank. In accordance with prEN 12050-1, duplicate pumping devices shall be installed in plants where the wastewater inflow cannot be interrupted. Surface water drainage of areas below flood level shall be kept separate from domestic wastewater and pumped away using a wastewater lifting plant installed outside the building. 5.2 Pipework Sanitary pipework below flood level and draining to a wastewater lifting plant shall be designed and installed in accordance with EN 12056. All pipework shall be installed so that it is self-draining and shall not be restricted or reduced in diameter in the direction of flow. The minimum size of discharge pipework shall be in accordance with Table 2. Page 8 EN 12056-4:2000 © BSI 09-2000 Table 2 Minimum size of discharge pipework Type of wastewater lifting plantMinimum size of discharge pipework Non-macerating faecal lifting plant to prEN 12050-1 Macerating faecal lifting plant to prEN 12050-1 Faecal-free lifting plant to prEN 12050-2 Non-macerating faecal lifting plant for limited applications to prEN 12050-3 Macerating faecal lifting plant for limited applications to prEN 12050-3 DN 80 DN 32 DN 32 DN 25 DN 20 All pipework connected to a lifting plant shall be installed so that it is not under stress and shall be adequately supported. An isolating valve shall be installed on the inlet of the wastewater lifting plant and also on the discharge side after the non-return valve. For wastewater lifting plants to prEN 12050-2 or prEN 12050-3 with discharge pipework less than DN 80, the isolating valves may be omitted provided that any non-return valve has a backwash device or some other means of emptying the discharge pipework into the collection tank is provided. Discharge pipework from a wastewater lifting plant shall be installed to form a backflow loop above flood level (see Figures 1 and 2). No other connections shall be made to the discharge pipework. Discharge pipework from a wastewater lifting plant shall always be connected to a ventilated drain (see Figures 4 and 5) and never to a stack. Discharge pipeworks shall be connected to a drain in the same way as for a gravity connection. Cleaning access to the drain shall be provided. Discharge pipework shall be capable of withstanding 1,5-times the maximum operating pressure of the lifting plant. Air admittance valves shall not be installed in the discharge pipework. Page 9 EN 12056-4:2000 © BSI 09-2000 1 Ventilating pipes 6 Drain 2 Discharge stack 7 Flood level 3 Discharge pipework from faecal lifting plant 8 Faecal lifting plant with non-return valve 4 Ventilating pipe for faecal lifting plant 9 Access point 5 Drain10 Backflow loop Figure 4 Illustration of connection of a faecal lifting plant to a drain 1 Stack vent5 Drain 2 Branch ventilating pipes6 Flood level 3 Branch ventilating pipes7 Lifting plant for faecal-free wastewater with non-return valve 4 Discharge pipework with backflow loop8 Access point Figure 5 Illustration of connection of a lifting plant for faecal-free wastewater to a drain Page 10 EN 12056-4:2000 © BSI 09-2000 5.3 Ventilation Faecal lifting plants to prEN 12050-1 shall be ventilated to above roof level. Ventilating pipes may be connected to either a ventilating stack or a stack vent. Ventilating pipes shall not be connected to the inflow side of the ventilating pipework of a grease separator. 5.4 Drains Drains shall be sized in accordance with EN 12056-2 and EN 12056-3 and the following requirements: a)The capacity of surface water drains, QP, shall be greater than the sum of the pumped discharge, QR, and the surface water flow calculated in accordance with EN 12056-3. b)If a number of wastewater lifting plants discharge into a single drain, the capacity of the drain shall be at least 100% of the largest pumped flow plus 0,4 ? QP of the sum of the others. 5.5 Electrical connections Electrical connections shall be carried out by a suitably qualified electrician in accordance with the electrical regulations applying in the country of installation. Any non-waterproof electrical fittings, such as control boxes and alarm units, shall be installed in dry, well-ventilated areas located above flood level. Where a warning device is specified, this shall be installed so as to warn all premises served by the wastewater lifting plant if a failure should occur. 6 Selection of wastewater lifting plants In order to select a wastewater lifting plant, the total inflow, Qi, and the total head, Htot , need to be calculated. A wastewater lifting plant with a duty of QP and Hp shall be selected with Qp greater than Qi and Hp as close as possible to Htot. 6.1 Determination of flow, QP The total inflow, Qi, shall be calculated in accordance with EN 12056 -2 or -3, as appropriate. In addition to the determination specified in EN 12056-2, the velocity in the discharge pipework shall be not less than 0,7 m/s and shall not exceed 2,3 m/s. When selecting a wastewater lifting plant, attention shall be paid to minimum energy usage. Generally Qp shall be at least Qi. However, for faecal lifting plants for limited applications according to prEN 12050-3, Qp may be less than Qi, if the manufacturer specifies the extent of the reduction. 6.2 Determination of head, HP The discharge head, HP, shall be greater or equal to the total head, Htot . The total head, Htot , shall be calculated as: Htot = Hgeo + HV(1) andHV = HV,A + HV,R(2) where Htottotal head, in metres; Hgeostatic head, in metres; HVhead losses (dynamic portion of total head), in metres; HV,Alosses in valves and fittings, in metres; HV,Rfriction losses in the discharge pipework, in metres. Figure 6 shows the relationship between head and flow and illustrates their component parts. Page 11 EN 12056-4:2000 © BSI 09-2000 1 System curve1) Flow generallyA ? V 2 Pump curve2) Discharge head H 3 Duty point Figure 6 Relationship between head and flow 6.2.1 Calculation procedure for head, HP The procedure for the calculation of the discharge head, HP , is shown in Figure 7. Determine flood level and static head, Hgeo + Determine losses in valves and fittings, HV.A , in accordance with Table 3 and Table 4 + Determine pipeline losses in discharge pipework, HV.R , in accordance with equation 4 =Total head, Htot ( ? HP ) Figure 7 Calculation method for total head, Htot, and Discharge Head, HP 6.2.2 Static head, Hgeo The static head is calculated as the vertical distance between the lowest water level in the wastewater lifting plant and the highest point of the discharge pipework. For simplification, it is permissible to measure the vertical distance from the floor of the room where the lifting plant is located and the lowest part of the backflow loop (see Figure 8). Page 12 EN 12056-4:2000 © BSI 09-2000 Figure 8 Static head 6.2.3 Losses in valves and fittings, HV,A The head losses in each individual valve and fitting in the discharge pipework up to the backflow loop shall be calculated individually and summed, i.e.: J Y + ? ? ? ? ? L L L ?$9? z (3) where HV,Alosses in valves and fittings, in metres; resistance factor, dimensionless; Jgravitational constant, in metres per second per second; vivelocity in valve or fitting, in metres per second. Resistance factors for valves and fittings, , are given in Table 3. Table 3 Resistance factors for valves and fittings Type of resistance Shut-off valve*)0,5 Non-return valve*)2,2 Bend 90?0,5 Bend 45?0,3 Free outflow1,0 T-Piece 45? passage in case of flow merging0,3 T-Piece 90? passage in case of flow merging0,5 T-Piece 45? branch in case of flow merging0,6 T-Piece 90? branch in case of flow merging1,0 T-Piece 90? in case of opposite direction1,3 Increase in diameter0,3 *) Specifications provided by the manufacturer should be preferred. Determination of head losses through valves and fittings is given in Table 4. Alternatively, information supplied by the manufacturer may be used. Page 13 EN 12056-4:2000 © BSI 09-2000 Table 4 Head loss, HV,A, and flow velocity, v, in valves and fittings V m/s Resistance factor 0,40,60,81,01,21,41,61,82,02,53,03,54,0 Head loss, HV,A m 0,70,0100,0150,020,0250,0290,0340,0390,0440,0490,0610,0740,0860,098 0,80,0130,0190,0260,0320,0380,0450,0510,0580,0640,0800,0960,1120,128 0,90,0160,0240,0320,0410,0490,0570,0650,0730,0810,1010,1220,1420,162 1,00,020,0300,0400,0500,0600,0700,0800,0900,1000,1250,1500,1750,200 1,10,0240,0360,0480,0610,0730,0850,0970,1090,1210,1510,1820,2120,242 1,20,0290,0430,0580,0720,0860,1010,1150,1300,1440,1800,2160,2520,288 1,30,0340,0510,0680,0850,1010,1180,1350,1520,1690,2110,2540,2960,338 1,40,0390,0590,0780,0980,1180,1370,1570,1760,1960,2450,2940,3430,392 1,50,0450,0680,0900,1130,1350,1580,1800,2030,2250,2810,3380,3940,450 1,60,0510,0770,1020,1280,1540,1790,2050,2300,2560,3200,3840,4480,512 1,70,0580,0870,1160,1450,1730,2020,2310,2600,2890,3610,4340,5060,578 1,80,0650,0970,1300,1620,1940,2270,2590,2920,3240,4050,4860,5670,648 1,90,0720,1080,1440,1810,2170,2530,2890,3250,3610,4510,5420,6320,722 2,00,0800,1200,1600,2000,2400,2800,3200,3600,4000,5000,6000,7000,800 2,10,0880,1320,1760,2210,2650,3090,3530,3970,4410,5510,6620,7720,882 2,20,0970,1450,1940,2420,2900,3390,3870,4360,4840,6050,7260,8470,968 2,30,1060,1590,2120,2650,3170,3700,4230,4760,5290,6610,7940,9261,058 2,40,1150,1730,2300,2880,3460,4030,4610,5180,5760,7200,8641,0081,152 2,50,1250,1880,2500,3130,3750,4380,5000,5630,6250,7810,9381,0941,250 6.2.4 Friction losses in discharge pipework, HV,R Friction losses, HV,R , are determined in accordance with Figure 9, annex A or using manufacturers information for all straight pipes in the discharge pipework up to the backflow loop, i.e.: /+ MM ?9? M 5?9? ? ? (3) where HV,Rfriction losses in discharge pipework, in metres; HV,jhead loss as function of pipe length, dimensionless; Ljlength of straight pipes, in metres. Alternatively, HV,j , may be calculated using the Colebrook-White? equation. The values for the head loss, HV,j, apply to pure water at 10?C or for liquids of similar kinematic viscosity and a full pipeline. ?$OVR?NQRZQ?DV?WKH?3UDQGWO? Tminimum running time , in seconds, from Table 5; QPpump flow, in litres per second. Table 5 Relation between motor power and minimum running time Motor power kW Minimum running time, T s to 2,52,2 2,5 to 7,55,5 over 7,58,5 Note 1: These factors are based on experience. The lifting plant manufacturer may specify other values for the minimum runing time T. The useful volume shall be greater than the volume in the discharge pipework between the non-return valve and the backflow loop. In order to ensure that the contents of the discharge pipework are turned over during each pumping sequence, the minimum useful volume shall be 20 l. Page 15 EN 12056-4:2000 © BSI 09-2000 a) rate of flow Q in m3/hb) rate of flow Q in l/sc) head loss Hv,j without dimension Figure 9 Dimensionless head loss HV,j in relationship