Abstract. Journal of Engineering Research, Volume 18 No. 2 June 2013

Transcription

1 Journal of Engineering Research, Volume 18 No. 2 June 2013 Abstract An EPANET Analysis of Water Distribution Network of the University of Lagos, Nigeria A. E. Adeniran and M. A. Oyelowo Works & Physical Planning Department, University of Lagos, Nigeria engrea@yahoo.com, and eadeniran@unilag.edu.ng The University of Lagos, Nigeria, one of the foremost universities in Africa was established in The present water distribution network of the University was designed and constructed in 1982 when the population was about 12,000. The current population of the University is about 85,000 with no significant improvement made to the water distribution network. The water demand has risen from 2.48 million litres per day (mlpd) in 1991 to mlpd in 2012, whereas the water supply situation has declined to 3.70 mlpd in This has led to an inefficient water distribution and a serious gap of about 7.05 mlpd between water supply and demand in the University. In this paper, a comprehensive analysis of the water distribution system in the University of Lagos was carried out through the use EPANET, a computer aided tool. The study concluded that the performance of the existing distribution network under current water demand is inefficient and recommended appropriate improvement. Keywords: water supply, water demand, supply gap, distribution analysis, EPANET. 1.0 Introduction The history of water distribution network analysis from medieval period to modern time has been concisely documented by Walski (2006). In the article published by American Water Works Association (AWWA) he chronicled the development of water distribution systems and analysis methods from wood pipes to the modern piping materials; from crude rule of thump analysis to lengthy long-hand iterative Hardy Cross method to modern computer aided design. Water distribution networks are designed and constructed to convey treated water from the water treatment plant to the end users. Today, water is taken for granted by the consumers. It is expected that clean water in the right quantity will be available by just turning the tap. It took a large number of incremental advances in science and technology to make modern water distribution systems as reliable and inexpensive as they are today (Walski, 2006). While this may be so for the developed countries, the same cannot be said of developing countries where the majority of the population does not have access to clean water due to inadequate supply and distribution system (Adeniran and Bamiro, 2010). According to Anil (2004), it is necessary to plan and construct suitable water supply schemes including well designed distribution network in order to ensure the availability of sufficient quantity of good quality of water to the various section of the community in accordance with their demand and requirements. Vasan and Simonovic (2010) suggested the simulation of the water distribution network system by modeling, analyzing, and its performance evaluation through scenario investigation of the physical and hydraulic parameters. 1.2 Theory of Water Distribution Network Analysis One of the earliest theories into finding solution to water flow and pressure in water distribution network includes the popular Hardy Cross method which is an iterative method for determining the flow in pipe network systems where the inputs and outputs are known, but the flow inside the network is unknown. Adeleke and Olawale (2013) developed a computer program of pipe network analysis using Java programming language for the Hardy Cross method to study some existing pipe network in Osun State to evaluate their suitability towards sustainable resource planning. The Hardy Cross method is an adaptation of the Moment distribution method, which was also developed by Hardy Cross as a way to determine the moments in indeterminate structures. The introduction of the Hardy Cross method for analyzing pipe flow networks revolutionized municipal water supply design. Before the method was

2 JER 18(2) A. E. Adeniran & M. A. Oyelowo 70 introduced, solving complex pipe systems for distribution was extremely difficult due to the nonlinear relationship between head loss and flow. The method was later made obsolete by computer solving algorithms employing Newton-Raphson method or other solution methods that removed the need to solve nonlinear systems of equations by hand. Pipe network analysis of water distribution systems has evolved from a time consuming process done infrequently to a quick and easy process done regularly on systems of all sizes. Consequently, two network analysis programs were introduced by Shamir and Howard (1968) and Epp and Fowler (1970). Both renditions used the Newton-Raphson method to linearize the nonlinear mass and energy equations. 1.3 Computer-based Software for Water Distribution Network Analysis Following the advent of window based packages introduced by Microsoft and Apple Macintosh software, developers started developing software like FOTRAN, BASIC, COBOL, C++, MS Excel etc. These software have logic circuits and capacities to carry out complex calculations in short period (Adeniran, 2007). Engineers and scientists soon found that most of the manual iterative works they carried out with Hardy Cross Method can easily be performed using these platforms. Recently, researchers focus on stochastic optimization methods that deal with a set of points simultaneously in its search for the global optimum. Savic and Walters (1997) combined gradient algorithm with EPANET network solver. Many modeling programs are now available for commercial and educational use. Recently, several computer programs running on personal computers, such as EPANET, UNWB-LOOP, WADISO, U of K KYPIPE, and WATER have been created and made available. 1.4 Justification for the use of EPANET In this paper, the EPANET software developed by the USA Environmental Protection Agency is adopted because it is for general public and educational use and it is available free on-line. It is not only free but it requires relatively small computer space to operate. It has unlimited number of pipes that can be analyzed. In addition, the Users Manual to guide the users in understanding the software can also be downloaded free. These are obvious advantages for students, researchers and professionals of the developing economies who may not have the financial means to acquire other sophisticated tools. EPANET has become a popular tool in analyzing complex and simple water distribution networks in both the developed and developing countries of the world. The simulation capabilities of EPANET have been utilized by both professionals and researchers in the design, operations and improvement to various water network distribution systems. EPANET applications in solving and/or optimizing water distribution network problems have been reported by Fabunmi (2010), Guidolin et al (2010), Ingeduld et al (2006) and Abubakar and Sagir (2013). This present work applies EPANET to analyze the existing municipal drinking water distribution network of the University of Lagos, Nigeria and suggests improvement based on the output of the analysis. 2.0 Methodology 2.1 Study Area The University of Lagos is located in the Mainland of the city of Lagos in the South Western Nigeria. The city of Lagos; the commercial and business capital of Nigeria is located on 06 o 25 N E on the West African Coast. The official population of Lagos State was 9,113,605 by the Nigeria 2006 population census. The environment is characteristic of coastal terrain with wetlands, low-lying sandy islands and beaches. The University covers an area of about 860 hectares. Figure 1 shows the relative location of the University in the continent of Africa and the Nigerian nation.

3 JER 18(2) A. E. Adeniran & M. A. Oyelowo 71 Figure 1: Relative Location of the University of Lagos in Africa Source: Adeniran (2011) The Administrative map showing the location of the university with geo-reference coordinates, obtained from the University of Lagos Works and Physical Planning Department, is as shown in Figure 2. The university has a residential population of about 85,000. It acts as a stand-alone municipality providing its own water, wastewater collection and treatment, and electricity supply systems. Fig. 2: Map of the University of Lagos, Nigeria 2.2 Collection of Data In order to carry out the analysis and simulation of the University of Lagos Water Network, the following information were obtained from the records of the various units and departments of the university. These data include: (i) The population data (Students Affairs, Housing and Academics Affairs Units) (ii) Water Supply Records 1991 to 2012 (Works & Physical Planning Dept) (iii) General layout map of the University (Works & Physical Planning Department) (iv) Existing water distribution layout map (Works & Physical Planning Department) (iv) Elevations of water distribution nodal points (Works & Physical Planning Department) and (v) Direct sample head counts of the various sectors to determine the water demand at each node in the distribution network.

4 Water Supply vs Demand JER 18(2) A. E. Adeniran & M. A. Oyelowo Population Data and Water Supply/Demand Records 1991 to 2012 The population of the campus from 1991 to 2012 was obtained from the records in the Directorate of Academic Planning, Housing Units and the Students Affairs Office. As shown in Figure 3 the population rose from 21,534 in 1991 to in The records of water supply from 1991 to 2012 were obtained from the records in the Water and Sewage Unit of the university and shown in Figure 4. The demand records are based on the population of the University and per capita demand of 150 liters per person per day. The population based demand estimate, also shown in Figure 4, implies a large gap between actual supply and estimated demand. 4,500,000, ,000,000, ,500,000, ,000,000, Population Based Water Demand Actual Water Supply 2,500,000, ,000,000, ,500,000, ,000,000, ,000, Figure 3: Population Data Figure 4: Water Supply and Demand Source: Office of the Director of Academic Planning Source: Works & Physical Planning Department The University Distribution Network System The land use map of the University is as shown in Figure 5 and layout of the existing distribution network is shown in Figure 6 as obtained from the Works and Physical Planning Department. These were used to skeletonize the existing water distribution system as required by the EPANET platform Years Figure 5: Unilag Land use Map Figure 6: Layout of Water Distribution Network Nodal Point Elevation and Water Demand of Existing Water Distribution Network In lieu of an existing comprehensive GIS or topographic map of the university, the spot heights of the distribution nodal points were carried out relative to the sea level by the Land Surveying Unit using Leveling and Surveying Total Station instruments. The elevation of the nodal points are also indicated in Table 1 (APPENDIX I). These are used by EPANET in the hydraulic analysis of the

5 JER 18(2) A. E. Adeniran & M. A. Oyelowo 73 network. The population of each sector that is served with water supply from each node was extrapolated from the records of the Academic Planning and the Housing Units. The data was also confirmed by sample field head counts. The reconciled population figures are included in Table 1 (Appendix I). To determine the current nodal demands the records of the meters installed at each nodal point were obtained. The sizes of the meters vary from demand nodes to demand nodes depending on the size of the supply pipes from the mains (Figure 7). The average supply at each of the nodes is aggregated and used to evaluate the current network based on the actual supply to the nodes and the supply from the water supply draw-off points. Table 1 (Appendix I) also shows the aggregation of actual supply records at the nodes as obtained from the meter readings. Figure 7: Sample Nodal Meters at the University of Lagos, Nigeria Source: Field Photographs 2.3 Data Analysis Nodal Demand Estimations Population Demand : In order to estimate the demand at each node, the population for each node is used to multiply the per capita demand of the node. The daily demand is further translated into liters per second (lps) for consistency with EPANET specifications. Fire Demand: During a fire break out, large quantity of water is required to extinguish it, therefore provision is made in the water work to supply sufficient quantity of water or keep as reserve in the water mains for this purpose. In the analysis for the total water demand, it is expected that provision of about 10% be made for fire demand. In this case 10% of the population demand is added as fire demand (Lingkungan, 2012). Minor Losses: A provision of 5% is made for minor losses. This is to take care of losses at fittings, valves and bends. Unaccounted For Water (UFW): Unaccounted for water can contribute significantly to water losses in a distribution network. It is important to recognize that UFW does not equate to

6 JER 18(2) A. E. Adeniran & M. A. Oyelowo 74 "leaks." Water can be "unaccounted for" because of faulty meters and use for purposes that are not metered, such as gardening, and washing of filters at the water plant. The average amount of unaccounted for water as a percent of water usage is 12% globally. The study area for this work is located in a developing country, as such, 15% is allowed for as UFW ( Water/index.php/Unaccounted_for_Water). The analysis of the demand at each node is tabulated in Table 2 (Appendix II) Skeletonization of the Network The next step in using EPANET was to skeletonize the network and assign node numbers to the nodal points. Figure 8 shows the skeletonization of the network on the University of Lagos map. The skeletonization was based on the water distribution layout Figure 6. The skeletonization was then placed as a map on EPANET platform as shown on Figure 9. Figure 8: Skeletonization of the Network Figure 9: Skeletonization on EPANET Platform Assigning Distribution Network Parameters After the skeletonization of the network on EPANET platform, the next step was to assign network parameters. The networks parameters include: pipe lengths, pipe diameters, roughness coefficients (Hazen-Williams or Darcy-Welsbach), Nodes numbers, and Nodal elevations. These are basic network parameters on which future simulation will be based depending on the flow to be simulated. The network parameters are as shown in Table 3 (Appendix III). The nodal elevations, a parameter required by EPANET, have earlier been shown in Table 1. The pipe network is made of asbestos cement pipes. In accordance with best practices in pipeline analysis, the Hazen-Williams friction factor for asbestos cement pipe is 140 ( index). 2.4 EPANET Analysis of the Distribution Network Theory of EPANET Network Analysis Algorithm The purpose of a system of pipes is to supply water at adequate pressure and flow. However, pressure is lost by the action of friction at the pipe wall. The pressure loss is also dependent on the water demand, pipe length, gradient and diameter. Several established empirical equations describe the pressure-flow relationship (Webber, 1971). These equations have been incorporated into EPANET network modeling software and the algorithm is briefly described

7 JER 18(2) A. E. Adeniran & M. A. Oyelowo 75 here. The main principle of EPANET network analysis is based on the continuity equation and conservation of energy theory. The continuity equation implies that the algebraic sum of the flow rates in the pipes meeting at a node together with any external flows is zero. This is illustrated in Figure 10 and Equations 1 and Equation 2. Figure 10: Continuity Equation Diagram Source: 20Water%20Distribution%20Networks%20The%20Use%20of%20EPANET.pdf Q1 + Q2 = Q3 + D D = Q1 + Q2 - Q3 (1) (2) Where Q = Flow in or out of the node and D = Demand at the node or nodal demand. The conservation of energy condition implies that, for all paths around closed loops and between fixed grade nodes, the accumulated energy loss including minor losses minus any energy gain or heads generated must be zero. This is illustrated by Figure 11 and Equation 3. Figure 11: Part of a Network to illustrate Conservation of Energy Source: Simulation%20of%20Water%20Distribution%20Networks%20The%20Use%20of%20EPANET.pdf Given total head loss for each link (pipe) as hf direction to be positive, then: and assuming counterclockwise flow - hf 1 - hf 4 + h f 3 + h f 2 = 0 ( 3 ) The Hazen-Williams head loss equation is given by Wurbs, R. A. and James, W. P. (2010) in Equation 4.

8 JER 18(2) A. E. Adeniran & M. A. Oyelowo 76 h f Q D L (4) CHW where; hf = head loss (m), L = pipe length (m), D = pipe diameter (m), Q = flow rate in the pipe (m 3 /s), and C HW = Hazen-William Coefficient The algorithm used in EPANET software to solve the flow continuity and head loss equations that characterize the hydraulic state of the pipe network is based on Newton-Raphson iteration method for solving the simultaneous equations which are derived from the flow and head loss in the network. This is achieved in very efficient manner through the computer-based software. 3.0 Results And Discussions The information about the current and future demands and network situation were used to analyze the university distribution network using EPANET platform. The results obtained are discussed here. 3.1 Current Nodal Supply and Demand Situations The average current supply in terms of nodal draw-off in litres per second (lps) and the analysis of actual current nodal demands for each of the nodes in the distribution network is as shown in Figure 12. Figure 12 : Supply at Node Points (Nodal Draw Offs) Figure 12 shows very clearly that the current supplies at the nodal points fall short of the demands in almost all the situations. The two points showing negative demands are actually the location points of the tanks where the supply enters into the water distribution networks. By convention, a negative (-) draw-off at a node signifies supply going into the network, while a positive (+) draw-off signifies supply going out of the network. It is obvious that, to meet current demand, the sources of water supply must be improved upon in terms of upgrading the existing sources and adding new sources to increase supply into the system.

9 JER 18(2) A. E. Adeniran & M. A. Oyelowo Nodal Heads Results under Current Demand The results obtained for the pressure heads at the nodes from the simulation under the current situation is as shown in Figure 13. In the University of Lagos, most of the buildings are two storey buildings, that is, the buildings are mostly 9.0m in height. A query was done using EPANET software for all nodes with pressure head below 9.0m. The result obtained is as shown in Figure 14. Figure 13: Water Heads Based on Current Demand Figure 14: Results of Nodes with Head below 9.0m It is observed, from the EPANET map that 36 out of the 43 nodes have pressure heads below the required minimum pressure head of 9.0m. This shows that the pressure in the network is generally low and the network is not efficient. The consequence of this is the use of several ground water tanks with small water pumps, Figure 15, with the attendant high cost of operation and maintenance. Figure 15: Typical Ground Water, Overhead Tanks and Booster Pump System Due to Insufficient Pressure Head 3.3 Water Flow and Velocity in Pipes under Current Demand Design and Layout of water distribution networks in Building Code compliance document G12/ASI sets out acceptable minimum flow rates in pipes at 0.30 lps while the velocity must not exceed 3.0 m/s. ( water-supply/system-layout-andpipework/). EPANET was used to investigate the current flow and velocity situations in the pipes under the current demand conditions.

10 JER 18(2) A. E. Adeniran & M. A. Oyelowo EPANET Output of Flow Rates in Network Figures 16 and 17 blow show the results obtained for the flow rates in the network. The flow rate in the networks ranges from 0.10 lps to 6.95 lps. The results of the analyses of flow in the network show that the flows in the network are generally good with 48 out of 53 pipes having flow rate above 0.3 lps. Figure 16: Results of Flow in Pipes Based on Current Demand Figure 17: Results of Flow in Pipes above 0.30 LPS EPANET Output of Velocities in the Network The results for the velocities are shown in Figure 18 and Figure 19 below. It is observed that the velocities range from 0.01m/s to 2.16m/s. The velocity of flow in the network is good. All the pipes have velocity falling below 3.0 m/s. Figure 18: Results of Velocity in Pipes Based on Current Demand Figure 19: Results of Velocity in Pipes below 3.0 m/s 3.4 EPANET Analysis of the Network for with Improved Operation of Tank No. 1 A major defect noticed in the Distribution Network is that Tank No. 1 is not operating optimally due to a defective control valve. The height of this tank is 30m. EPANET was used to evaluate the scenario in which the control valve is repaired or replaced and advantage is taken of the height of the tank which will bring the elevation to m as against the current operating elevation of 8.549m. The results are presented in Figure 20 to Figure EPANET Output of Heads Below 9.0m with Improved Operation of Tank No. 1 Figure 20 shows the graph of the water pressure heads for each of the nodes. Figure 21 is the result of EPANET query for all heads below 9.0m. It is seen that there is no nodal heads below 9.0m. These results indicate an improved situation and water will be able to reach all the building without the use of booster pumps, ground tanks and elevated tanks.

11 JER 18(2) A. E. Adeniran & M. A. Oyelowo 79 Figure 20: Water Heads with Improved Operation of Tank Figure 21: Nodal Head below 9.0m with Improved Tank 1 Operation EPANET Output of Flow and Velocities with Improved Operation of Tank No. 1 Figure 22 shows the result of EPANET query for flow rate above 0.3 lps. It is shown that of the 53 pipes in the network, 46 pipes will now have flow well above the minimum flow rate of 0.3 lps. Also from Figure 23, it is seen that the EPANET query for velocity below 3m/s return the result that all the pipes in the network are now under the required velocities. Figure 22: Flow Rates with Improved Operation of Tank 1 Figure 23: Velocity with Improved Operation of Tank Conclusion and Recommendations In this study, the empirical analysis of the University of Lagos, Nigeria water distribution network has been carried out using EPANET, a computer based simulation software for water distribution network. Prelude to the analysis, a review of literature was carried out where the past and current network analysis methods were examined. The current conditions of water supply and distribution in the University of Lagos was also examined. Relevant data required for the analysis were collected. The results of all the analysis were supported by charts, screen prints and pictures. The analysis revealed a gap between the current water supply and the water demand in the university. The analysis of the existing water distribution shows a rather in efficient network which is the reason for lack of water supply to most parts of the university. The pressures at the nodes are generally low and the quanta of water flowing in some pipes are inadequate. A major defect in the network is the fact that Tank No. 1, which is the biggest and at highest elevation, is not being put to optimum use currently. Though the tank has a head of 30m, the current operation simply allows water in and out of the tank as if it were on ground level. This is due to a defect in the control valve required to maintain a static head of not less than 30m. In order to identify the solution, a scenario was then created to examine the effect of the tank being operated at an elevation of m instead of the present 8.549m (ground

12 JER 18(2) A. E. Adeniran & M. A. Oyelowo 80 level elevation). The results of the analysis shows that the network will immediately be under very good pressure heads at the nodes, the velocities in the pipes would be adequate and only few pipes would have low water flow rate. References Abubakar, A. S. and Sagar, N. L. (2013): Design of NDA Water Distribution Network Using EPANET, International Journal of Emerging Science and Engineering (IJESE) ISSN: , Volume-1, Issue-9, July Adeleke, A. E. and Olawale, S. O. A. (2013): Computer Analysis of Flow in the Pipe Network, Transnational Journal of Science and Technology, Vol. 3, No. 2, February Adeniran, A. E. (2007): Development of a Compter-Based Strategic Planning Model for a Water Supply Scheme. Ph.D. Thesis submitted to the University of Ibadan, Nigeria, September, Adeniran, A. E. and Bamiro, O. A. (2010). A system dynamics strategic planning model for a municipal water supply scheme, Proc. 28th International Conference of the System Dynamics Society, Seoul, Korea, July, Anil Kumar. M (2004): Plan for Augmentation of Capacities for Water Supply System in GIS. Thesis of Bachelor of Planning, Jawaharlal Nehru Technological University, Hyderabad Epp, R., and Fowler, A. G., Efficient Code for steady state Flows in Networks, Journal of the Hydraulics Division, Proceedings of the American Society of Civil Engineers, Vol. 96, No. HY1, January, 1970, pp Fabunmi A. O. (2010): Design of Improved Water Distribution Network for UNAAB Campus, Unpublished B.Sc. Dissertatatiom, Federal University of Agriculture, Abeokuta, Nigeria. ww.unaab.edu.ng/ugproject/2010bcfabunmiao.pdf accessed Guidolin, M., Burovskiy, P., Kapelan, Z., and Savid, D. (2010), CWSNET: An Object-Oriented Toolkit For Water Distribution Analysis: Proceedings of American Society of Civil Engineers Water Distribution System Simulation, Distribution%20Networks%20The%20Use%20of%20EPANET.pdf water-supply/system-layout-and-pipework/ index Ingeduld, P., Svitak, Z., Pradhan, A., and Tarai, A. (2006). Modeling Intermittent Water Supply Systems with EPANET. 8th Annual WD Symposium. Cincinnati. USA, Lingkungan, B. (2012): Environmental Sustanability Index, courses/webcoursecontents/ IITKANPUR/wasteWater/Lecture%202.htm Rossman, L. A. (2000): The EPANET2 Users Mannual, United States Environmental Protection Agency, Cincinnati, OH, 2000 Savic, D.A. and Walters, G.A. (1997): Genetic Algorithms for Least-cost Design of Water Distribution Networks. Journal of Water Resources Planning and Management, ASCE, Vol. 123, No. 2, pp Shamir, U., and Howard, D. D. (1968), Water Distribution Systems Analysis, Journal of the Hydraulic Division, ASCE, Vol. 94, No. HY1, January, 1968, pp The Hydraulic Impact of Water Supply Network Expansions; Modelling Intermittent Water Supply System with EPANET Unaccounted for Water. Water Wiki Unaccounted_for_Water accessed Vasan, A. and Simonovic, S. P. (2010): Optimization of Water Distribution Network Design using Differential Evolution. Journal of Water Resources Planning and Management, Pp , Waski T. M. (2006), A History of Water Distribution, Journal of American Waterworks Association, Vol. 98. No.3., 2006 Webber, N. B. (1971). Fluid Mechanics for Civil Engineers. Chapman and Hall, London Wurbs, R. A. and James, W. P. (2010): Water Resources Engineering, PHI Learning Private Ltd., New Delhi, 2010.

13 JER 18(2) A. E. Adeniran & M. A. Oyelowo 81 Node APPENDIX I Table 1: Nodal Locations, Population Served, Nodal Elevation and Supply Supply Location Name Population Elevation m Supply lps Comment 1 El Kanemi Hall 1, Nodal Draw Off 2 Faculty of Education 6, Nodal Draw Off 3 Amina Hall 1, Nodal Draw Off 4 Ramsome Kuti Shopping Complex 1, Nodal Draw Off 5 Muti-Purpose Hall 2, Nodal Draw Off 6 Eyo Ita Close/Henry Carr Hall Nodal Draw Off 7 Shodeinde Hall 1, Nodal Draw Off 8 Faculty of Environmental Sciences 1, Nodal Draw Off 9 Sports Centre 1, Nodal Draw Off 10 Kofo Ademola Hall 1, (9.48) Inflow from Tank 2 11 Ransome Kuti Quarters Nodal Draw Off 12 Religion Centre Nodal Draw Off 13 Works and Physical Planning Dept Nodal Draw Off 14 Social Sciences/Creative Arts 4, Nodal Draw Off 15 HRDC/ISL 6, Nodal Draw Off 16 Distance Learning/Honours Hostel 5, Nodal Draw Off 17 New Hall Complex 7, Nodal Draw Off 18 Nana-Mbonu Ojike Staff Quarters Nodal Draw Off 19 Centre for Information Tech 1, Nodal Draw Off 20 Tinubu Crescent Staff Quarters Nodal Draw Off 21 Service Area/HRU (53.03) Inflow from Tank 1 22 Ozolua road Quarters Nodal Draw Off 23 Abdul Attah/Eni Njoku Quarters Nodal Draw Off 24 Faculty of Arts 2, Nodal Draw Off 25 Bookshop/Mass Comm Dept Nodal Draw Off 26 Moremi/Mariere/Jaja/Erastus Halls 5, Nodal Draw Off 27 Staff and Nursary Schools 2, Nodal Draw Off 28 Health, Gas & Mbanefo Centres 2, Nodal Draw Off 29 Jibowu Close Staff Quarters Nodal Draw Off 30 Alvan Ikoku Staff Quarters Nodal Draw Off 31 Medical Quarters, High Rise Bldgs Nodal Draw Off 32 Senate House Building Nodal Draw Off 33 Old Senate House Nodal Draw Off 34 Faculty of Engineering 4, Nodal Draw Off 35 Science/Chemical Engineering 6, Nodal Draw Off 36 Guest Houses Nodal Draw Off 37 Faculty of Business Administration 6, Nodal Draw Off 38 Faculty of Law 1, Nodal Draw Off 39 University Library/Staff Club 2, Nodal Draw Off 40 Department of Architecture/Gardens 1, Nodal Draw Off 41 Lagoon Front Security Post Nodal Draw Off 42 Marine Security Post Nodal Draw Off 43 Lodges Nodal Draw Off

14 JER 18(2) A. E. Adeniran & M. A. Oyelowo 82 Appendix II Table 2: Analysis of Demands at the Distribution Network Nodes Node Name Population lpcd Demand Daily l/day Demand l/s Fire Demand 10% Minor Losses 5% UFW 15% Total Nodal Draw off l/s 1 El Kanemi Hall 1, , Faculty of Education 6, , Amina Hall 1, , Kuti Shopping Complex 1, , Muti-Purpose Hall 2, , Eyo Ita /Henry Carr Hall , Shodeinde Hall 1, , Faculty of Environ Sciences 1, , Sports Centre 1, , Kofo Ademola Hall +( Tank2) 1, , Ransome Kuti Quarters , Religion Centre , Works & Phy. Plan Dept , Social Sci. /Creative Arts 4, , HRDC/ISL 6, , DLI /Honours Hostel 5, , New Hall Complex 7, , Nana-Mbonu Ojike Quarters , Centre for Information Tech 1, , Tinubu Crescent Quarters , Service Area/HRU +( Tank1) , Ozolua road Quarters , Abdul Attah/Eni Njoku Qtrs , Faculty of Arts 2, , Bookshop/Mass Comm Dept , Moremi/Mariere/Jaja/Erastus Halls 5, , Staff and Nursary Schools 2, , Health, Gas & Mbanefo Centres 2, , Jibowu Close Staff Quarters , Alvan Ikoku Staff Quarters , Medical Quarters, High Rise Blgs , Senate House Building , Old Senate House , Faculty of Engineering 4, , Science/Chemical Engineering 6, , Guest Houses , Faculty of Business Administration 6, , Faculty of Law 1, , University Library/Staff Club 2, , Department of Arch./Gardens 1, , Lagoon Front Security Post , Marine Security Post , Lodges , Appendix III

15 JER 18(2) A. E. Adeniran & M. A. Oyelowo 83 Table 3: Pipe Information Pipe From Node To Node Dia (mm) Length (m) H-W Coefficient

16 JER 18(2) A. E. Adeniran & M. A. Oyelowo 84