Designing Water Supply Distribution Network Using Loop Software For

IJSRD - International Journal for Scientific Research & Development| Vol. 3, Issue 05, 2015 | ISSN (online): 2321-0613

Designing Water Supply Distribution Network using Loop Software for Zone-I of Village Kherali Bhagvat Zolapara1 Maulik Joshi2 1P.G Student 2Assistant Professor 1,2Department of Civil Engineering 1L.E. College Morbi, Gujarat, India 2L.T. I. T. E., Rajkot, Gujarat, India Abstract— Surendranagar is a developing city in Saurashtra B. Ioan Sarbu (2009) region and due to population growth; there almost nearest villages are connecting to Surendranagar, Kherali village The paper approaches the optimization of water distribution also joint with Surendranagar. Kherali There is internal networks supplied from one or more node sources according distribution network up to the user’s house but it is very old to demand variation. Traditionally, in pipe optimization, the Apart from the mentioned facts, existing network has objective function is always focused on the cost criteria of become old and leakage & breakage has become common network components. In this study an improved linear model phenomenon. At present, people are not getting sufficient is developed, which has the advantage of using not only cost potable water through an old network in this village. Also criteria, but also energy consumption, consumption of scarce people are not getting water with pressure and pipeline in resources, operating expenses etc. The paper treats looped some areas are damaged and some areas have no pipeline. networks which have concentrated outflows or uniform Therefore, careful planning and design is thus needed to outflow along the length of each pipe. An improved model establish a strong management system, minimizing present is developed for optimal design of new or partially extended problems and accommodating future demand. This study water distribution networks, which operate either by means aimed at performing the hydraulic analysis of Zone-I of of gravity or a pump system. Kherali Village water distribution network using LOOP C. Prasad T. and Park N. (2004) Software. This paper presents a multi objective genetic algorithm Key words: Water Supply Distribution Network, Loop approach to the design of a water distribution network. The Software objectives considered are minimization of the network cost and maximization of a reliability measure. In this study, a I. INTRODUCTION new reliability measure, called network resilience, is The resource management issues have become more critical introduced. To handle constraints in a better way, a in places where rainfall is less. The water distribution constraint handling technique that does not require a penalty system is component connected between the water supply coefficient and is applicable to water distribution systems is sources and the consumer. It is careful conveyance system presented. The present model is applied to two example that allows water to be moved through piping before problems, which are widely reported. Comparison of the reaching the consumer’s tap. Water distribution systems are present method with other methods revealed that the usually owned and maintained by local governments such as network resilience based approach gave better results. cities but are irregularly operated by a commercial enterprise. Firstly planning of water distribution systems D. Loop Software city planners’ engineer who must consider many factors LOOP Version 4.0 is an entirely new version of the earlier such as location, current demand, future growth, pipe sizes, program LOOP Version 3.0 (written in IBM BASIC) head loss, firefighting, leakages, etc. using pipe network developed and distributed under the joint efforts of analysis and other tools. UNDP/World Bank. Apart from LOOP, UNDP/World Bank Water distribution system is a hydraulic distributed another program called FLOW (written in infrastructure consisting of elements such as pipes, tanks Microsoft FORTRAN 4.0). FLOW has more features and reservoirs pumps and valves etc. It is crucial to provide capabilities than LOOP (Version 3.0) but is far less user water to the consumers; effective water supply is of friendly for regular use. LOOP Version 4.0, in addition to paramount importance in designing a new water distribution other technical details, has exploited part of the code of network or in expanding the existing one. It is also essential FLOW and at the same time enhanced the user interface to to investigate and establish a reliable network ensuring result into a more powerful and effective program. LOOP adequate head. Computation of flows and pressures in (Version 4.0), herein referred to as LOOP, could be used for network pipes has been of great value and interest for those the design and simulation of new, partially or fully existing involved with designs, construction and maintenance of gravity as well as pumped water distribution systems. It public water distribution systems. allows for reservoirs (fixed head or variable head viz. pumps), valves (pressure reducing or check valves) and on- II. LITERATURE STUDY line booster pumps. Review of literature papers describes that there are A. Jacob (1991) many types of software are available for water distribution Proposed a technique for simulation of water distribution network design. Most of water distribution network system in developing countries, where supply is less than optimization is done by use of BRANCH & LOOP. The demand i.e., intermittent supply. program is developed by the World Bank for simulation, design and optimization of looped water distribution

All rights reserved by www.ijsrd.com 696 Designing Water Supply Distribution Network using Loop Software for Zone-I of Village Kherali (IJSRD/Vol. 3/Issue 05/2015/163) networks. The code for LOOP was developed by Dr Prasad 4) Public survey: Opinion poll regarding need of village Modak and Juzer Dhoodia in 1990. Limits for BRANCH people has been carried out. were about 50 to 150 pipes and LOOP was about 250 to A. Population Forecast: 1000 pipes. A selection of commercial software for design and analyzing by piped water distribution system as below.

III. STUDY AREA In this paper, the brief notes about the study area selected, methodology adopted for data collection, population of Kherali village in 2043 and total water requirement in that year will be worked out. The methods adopted for obtaining the data are by direct measurements, quantitative estimates or by interview with staff of Water And Sanitation Management Organization (WASMO) & Gujarat Water Supply and Sewerage Board (GWSSB). Fig. 2: AutoCad Map of Zone-1 of Kherali Source: From AutoCad Drg. of Kherali. Different Methods 2023 2033 2043 Arithmetical Increase Method 4917 5424 5931 Incremental Increase Method 5298 6567 8217 Geometric Increase Method 5232 6208 7366 Table 1: Population For The Year Of 2023, 2033 And 2043 The demand is adopted as 70 lpcd. (Considering domestic requirements only without sewer line) B. Public Demand in LPCD In 2043 Types of Methods Demand in year 2043 litres per day Arithmetical Increase Method 5931 x 70=415170 Incremental Increase Method 8217 x 70=575190 Geometric Increase Method 7366 x 70=515620 The population of Kherali is considered as per Incremental Increase Method 8217 (because in this method the Fig. 1: Google Map image of Study Area Kherali combination of arithmetic & geometric comes.) and water Source: demand is worked out as 575190 litres per day for year https://www.google.co.in/maps/@22.690897,71.6018949,13 2043. Here only Zone-I is considered, so the Population of 61m/data=!3m1!1e3?hl=en Zone-I is as 1826 considered as shown in Table. Reduced Level, Node and Length for Kherali Village IV. DATA COLLECTION Distribution pipe line The Kherali village, Taluka: - Wadhwan, District: - Data of flow in LPS @ 70LPCD Surendranagar is selected for the purpose of study. The Zone – I Total Length = existing Elevated Service Reservoir (ESR) Tank of 1,20,000 Pop 1826 LPCD 127841 lit. Capacity and 12 m height and GLSR Sump of 5,00,000 2057 lit. Capacity in usable condition. During the summer and NODE RL monsoon season, it become very difficult task to go for L Node POP. LPCD LPS From To water because during summer season, the temperature raises to up to 42 to 450 C, and during the monsoon season the 1 83.00 0 0 0.000 surface became slippery & muddy. Hence, it becomes 1 4 97 81.85 86 6028 0.070 necessary to upgrade the existing system of water supply 4 5 26 81.80 23 1616 0.019 arrangement. Following data are collected for present study: 4 6 111 82.90 99 6899 0.080 1) Hydrological data: Average rainfall of the 6 7 36 81.95 32 2237 0.026 Surendranagar district is 760mm. 7 8 25 80.95 22 1554 0.018 2) Geological data: Kherali is a village in Surendranagar 8 9 21 80.65 19 1305 0.015 district in the Indian state of Gujarat. It is situated on 9 10 26 80.30 23 1616 0.019 the way from Surendranagar to Limli, and this route 10 11 17 80.25 15 1057 0.012 leads to Muli. The village has got one big lake and other 7 12 51 81.05 45 3170 0.037 many wells including one step-well. It has few temples 12 13 70 80.85 62 4350 0.050 including Swaminarayan Mandir, Rama Mandir and 13 14 53 79.75 47 3294 0.038 one well-built mosque. The village is mostly surrounded by farms. 14 15 51 79.65 45 3170 0.037 3) Water quality data: The Available water quality is good. 12 16 11 81.80 10 684 0.008 The main source of water is Dholidhaja Dam. 13 17 15 80.80 13 932 0.011

14 18 21 79.75 19 1305 0.015 19 -0.150 81.00 94.96 13.96 8 19 70 81.00 62 4350 0.050 20 -0.135 80.70 94.96 14.26 9 20 63 80.70 56 3915 0.045 21 -0.045 80.35 94.96 14.61 10 21 21 80.35 19 1305 0.015 22 -0.054 82.85 94.96 12.11 6 22 25 82.85 22 1554 0.018 23 -0.057 82.90 94.96 12.06 22 23 26 82.90 23 1616 0.019 24 -0.033 82.80 94.96 12.16 23 24 15 82.80 13 932 0.011 25 -0.027 82.55 94.96 12.41 23 25 13 82.55 12 808 0.009 26 -0.216 82.50 94.96 12.46 25 26 100 82.50 89 6215 0.072 27 -0.483 80.40 94.95 14.55 25 27 224 80.40 199 13921 0.161 28 -0.054 80.55 94.95 14.40 27 28 25 80.55 22 1554 0.018 29 -0.072 80.55 94.95 14.40 27 29 34 80.55 30 2113 0.024 30 -0.027 83.25 94.96 11.71 22 30 13 83.25 12 808 0.009 31 -0.297 81.20 94.96 13.76 30 31 137 81.20 122 8514 0.099 32 -0.081 83.50 94.95 11.45 30 32 37 83.50 33 2300 0.027 33 -0.126 82.65 94.95 12.30 32 33 59 82.65 52 3667 0.042 34 -0.072 84.15 94.95 10.80 32 34 34 84.15 30 2113 0.024 35 -0.069 83.95 94.95 11.00 34 35 32 83.95 28 1989 0.023 36 -0.057 84.30 94.95 10.65 34 36 26 84.30 23 1616 0.019 37 -0.039 84.20 94.95 10.75 36 37 18 84.20 16 1119 0.013 38 -0.069 84.80 94.95 10.15 36 38 32 84.80 28 1989 0.023 39 -0.030 84.60 94.95 10.35 38 39 14 84.60 12 870 0.010 40 -0.060 85.35 94.95 9.60 38 40 28 85.35 25 1740 0.020 41 -0.036 85.30 94.95 9.65 40 41 16 85.30 14 994 0.012 42 -0.087 83.90 94.95 11.05 40 42 40 83.90 36 2486 0.029 43 -0.087 83.80 94.95 11.15 42 43 40 83.80 36 2486 0.029 44 -0.060 83.55 94.95 11.40 43 44 28 83.55 25 1740 0.020 45 -0.054 82.95 94.95 12.00 44 45 25 82.95 22 1554 0.018 46 -0.066 82.20 94.95 12.75 45 46 30 82.20 27 1864 0.022 47 -0.078 81.70 94.95 13.25 46 47 36 81.70 32 2237 0.026 48 -0.063 83.75 94.95 11.20 43 48 29 83.75 26 1802 0.021 49 -0.066 83.60 94.95 11.35 44 49 30 83.60 27 1864 0.022 50 -0.069 83.00 94.95 11.95 45 50 32 83.00 28 1989 0.023 51 -0.069 82.25 94.95 12.70 46 51 32 82.25 28 1989 0.023 52 -0.090 84.05 94.95 10.90 42 52 42 84.05 37 2610 0.030 Table 3: Node Details from LOOP 4 2057 1826 127841 1.480 B. Pipe Pressure Details from LOOP 4 Table 2: Reduced Level, Node and Length for Zone – I of Pip Fro Hazen' Max Kherali Village Distribution pipe line To Dia. Pipe e m s Press Nod Nod (m Consta Materi V. RESULT AND DISCUSSION No. (m) e e m) nt al A. Node Details from LOOP 4 1 1 4 180 140 PVC 13.13 Node Flow Elev. HGL Pressure 2 4 5 75 140 PVC 13.18 No. (lps) (m) (m) (m) 3 4 6 180 140 PVC 13.13 1 4.443 83.00 95.00 12.00 4 6 7 180 140 PVC 13.01 4 -0.210 81.85 94.98 13.13 5 7 8 160 140 PVC 14.01 5 -0.057 81.80 94.98 13.18 6 8 9 140 140 PVC 14.31 6 -0.240 82.90 94.96 12.06 7 9 10 90 140 PVC 14.66 7 -0.078 81.95 94.96 13.01 8 10 11 75 140 PVC 14.71 8 -0.054 80.95 94.96 14.01 9 11 21 75 140 PVC 14.71 9 -0.045 80.65 94.96 14.31 10 7 12 180 140 PVC 13.91 10 -0.057 80.30 94.96 14.66 11 12 13 160 140 PVC 14.11 11 -0.036 80.25 94.96 14.71 12 13 14 125 140 PVC 15.21 12 -0.111 81.05 94.96 13.91 13 14 15 90 140 PVC 15.31 13 -0.150 80.85 94.96 14.11 14 12 16 75 140 PVC 13.91 14 -0.114 79.75 94.96 15.21 15 13 17 75 140 PVC 14.16 15 -0.111 79.65 94.96 15.31 16 14 18 75 140 PVC 15.21 16 -0.024 81.80 94.96 13.16 17 8 19 110 140 PVC 14.01 17 -0.033 80.80 94.96 14.16 18 9 20 90 140 PVC 14.31 18 -0.045 79.75 94.96 15.21 19 10 21 75 140 PVC 14.66

20 6 22 180 140 PVC 12.11 [2] Central Public Health and Environmental Engineering 21 22 23 180 140 PVC 12.11 Organisation, (1999). “Manual on Water Supply and 22 23 24 75 140 PVC 12.16 Treatment.” 23 23 25 180 140 PVC 12.41 [3] Shamir, U., (1968) “Water Distribution Systems 24 25 26 125 140 PVC 12.46 Analysis”, Journal of the Hydraulic Division 25 25 27 180 140 PVC 14.55 Proceeding of the ASCE, HY.1, 219-222. 26 27 28 75 140 PVC 14.55 [4] Ormsbee, E., Lindell, (2006), “The History of Water 27 27 29 75 140 PVC 14.55 Distribution Network Analysis: The Computer Age.” 28 22 30 180 140 PVC 12.11 8th Annual Water Distribution Systems Analysis Symposium, Cincinnati, Ohio, USA, 1-6. 29 30 31 140 140 PVC 13.76 [5] Schmid, Roger, (2002), “Review of modelling software 30 30 32 180 140 PVC 11.71 for piped distribution networks.” 31 32 33 90 140 PVC 12.30 [6] AWWA, (1974) “Water-Distribution Research & 32 32 34 180 140 PVC 11.45 Development Needs.” Journal of the American Water 33 34 35 75 140 PVC 11.00 Works Association. 385-390. 34 34 36 180 140 PVC 10.80 35 36 37 75 140 PVC 10.75 36 36 38 180 140 PVC 10.65 37 38 39 75 140 PVC 10.35 38 38 40 180 140 PVC 10.15 39 40 41 75 140 PVC 9.65 40 40 42 180 140 PVC 11.05 41 42 43 180 140 PVC 11.15 42 43 44 160 140 PVC 11.40 43 44 45 140 140 PVC 12.00 44 45 46 110 140 PVC 12.75 45 46 47 75 140 PVC 13.25 46 43 48 75 140 PVC 11.20 47 44 49 75 140 PVC 11.40 48 45 50 75 140 PVC 12.00 49 46 51 75 140 PVC 12.75 50 42 52 90 140 PVC 11.05 Table 4: Pipe Pressure Details from LOOP 4 C. Pipe Cost Summary from LOOP 4. Dia. Pipe Length Cost Cum. Cost (mm) Material (m) (1000 Rs) (1000 Rs) 75 PVC 445 30.26 30.26 90 PVC 241 23.14 53.40 110 PVC 100 13.80 67.20 125 PVC 153 27.54 94.74 140 PVC 183 40.99 135.73 160 PVC 123 35.92 171.64 180 PVC 833 310.71 482.35 Table 5: Pipe Cost Summery from LOOP 4

VI. CONCLUSIONS At the end of the analysis it was found that the resulting pressures at all the nodes and the flows with their velocities at all links are sufficient enough to provide water to the study area. Results from Loop 4 are shown in Tables III, IV and V. Thus we got the Final Cost summery of pipe network for the design of WDN for Zone-I of Village Kherali as shown in Table V.

REFERENCES [1] Ioan, Sarbu, (2009) “Design of optimal water distribution systems”, IJE, Vol. 3, 59-60.