J. Basic. Appl. Sci. Res., 1(7)770-776, 011 010, TextRoad Publication ISSN 090-44X Journal of Basic and Applied Scientific Research www.textroad.com Design of Water Distribution Network Using Water Cad Version 4.5 Pitojo Tri Juwono Department of Water Resources, Faculty of Engineering, University of Brawijaya, Malang ABSTRACT The objective of this study was to design fresh water network in Salawati and Mayamuk Districts, Sorong Regency-Indonesia. Fresh water was intended to fulfill local population demands. The methodology was consisted of using Water Cad software. The output was water network design which included water pressure, water velocity, and head loss gradient. Result was used as a consideration for local government as an effort to increase population service. KEY WORDS: Water Cad, water pressure, water velocity, head loss gradient. INTRODUCTION Water catchments worldwide were experiencing increasing pressure on the quantity and quality of ground and surface water resources. Water managers had to face the challenge of common pool resource management, as well as a low hydrological knowledge-base, high variability in the hydrological systems, complex socials, and cultural dynamics, and limited capacity amongst stakeholders, and within the lead water agency [1]. A lack of awareness of government policy and procedure, as well as inadequate time-frames for water planning were all documented sources of recent tensions between the community and government. In some areas of the world, especially regions with high population density and intense economic activity, the demand for fresh water had overtaken the supply. Fresh water availability and demand were unevenly distributed both temporally and geographically. With demand surpassing supply, an integrated water resource management approach was required to ensure even distribution of potable water to all level of society while protecting the environment []. It was suggested that such an approach would increase the efficiency of water use and enabled society to achieve sustainability, while optimizing the economic return on water. Water distribution models could be developed using either an optimization or simulation approach. System dynamics used information feedback and mutual or recursive causalities to understand the dynamics of complex physical, biological, social, and other systems [3]. Many system dynamics studied on water resource management focused on the global policy results of large-scale systems. However, the tendency of current research was to model systems in detail, with more emphasis on quantitative results. The optimal design of water distribution networks considered minimization of economic cost. However, minimization of design cost was considered as the objective function of a water distribution network design problem and diameters of the network s pipes as its decision variables [4]. Design of water distribution networks that do not consider performance criteria would possibly lead to loss cost but it could also decrease water pressure reliability in abnormal conditions such as a breakage of pipes of the network. Thus, awareness of the situation of consumption nodes by considering water pressures and the amount of water that was being supplied could be an effective source of information for designing high performance water distribution networks [4]. MATERIALS AND METHODS Location of study was located at Salawati District, Sorong Regency, West Papua Province-Indonesia. The study area was falls between south latitude 0 o 5-04 o 5 and east longitude 130 o 30-13 o 55. Salawati Districy had area number of 663 Km, It was 3,65% of area number of Sorong Regency..Map of Location was as Figure 1. *Corresponding Author: Pitojo Tri Juwono, Department of Water Resources, Faculty of Engineering, University of Brawijaya, Malang. Email: pidiaa@yahoo.com 770
J. Basic. Appl. Sci. Res., 1(7)770-776, 011 Location of Study sausapor abun seget salawati segun makbo aimas klamono beraur sayosa moraid peef Figure 1 Map of Location Data was needed in this study. The steps of research were included 1) to calculate the number and prediction growth of population between 007 and 05, ) to predict the fresh water demand between 007 and 05, 3) to design water distribution network using the software of Water Cad version 4.5, 4) to evaluate the hydraulics of pipe network system using Water Cad version 4.5, and then 5) to calculate construction cost of building the water distribution network. Continuity Formula [6] Note: Q 1 = Q (1) A 1. V 1 = A. V () Q 1, Q = discharge at section-1 and 3 (m 3 /s) A 1, A = number area at section-1 and (m ) V 1,V = velocity at section-1 and (m/s). Bernoulli Equation [6] v1 P1 h1 h g Note: v1 g v g v P g h L = velocity head at section-1 (m) = velocity head at section- (m) (3) P 1 = pressure head at section-1 (m) P h 1 h = pressure head at section- (m) = elevation at section-1 (m) = elevation at section- (m) h L = head loss in pipe (m) = f L v D g 771
Juwono, 011 Population growth RESULTS AND DISCUSSIONS Population growth was predicted using exponential rate and predicted until 005. The result was described as Table 1 below Table 1 Population growth until 005 Water demand No. Year Population 1 007 3137 008 36 3 009 3318 4 010 3413 5 011 3510 6 01 3610 7 013 3713 8 014 3819 9 015 398 10 016 4040 11 017 4155 1 018 473 13 019 4395 14 00 450 15 01 4649 16 0 478 17 03 4918 18 04 5058 19 05 50 Water demand was calculated in the period of 010, 015, 00, and 05. The results were described as Table below Table Water demand Year Q demand (l/s) Number of population Number of hydrant Q for 1 hydrant 010.869,389 4 0.099 015.749,749 8 0.099 00 3.164 3,164 3 0.099 05 3.641 3,641 37 0.099 Design of water distribution network Distribution network of fresh water at Salawati and Mayamuk District had some component such as water storages, genset house, pumps and comnpressor, precipitator storage, storage of slow filter sand, and 37 general hydrants. Design of distribution network was as Figure. Figure Design of fresh water distribution network 77
J. Basic. Appl. Sci. Res., 1(7)770-776, 011 Water Cad analysis Desgin criteria for peak time was in the range of 10-60 mh O. The result due to this criteria was described as Table 3 and Figure 3 below. Table 3 Pressure of furthest junction (result of Water Cad software) Time 010 015 00 05 0 45.0 45.0 45.1 45.03 1 45.46 45.44 45.39 45.36 45.37 45.35 45.8 45.4 3 45.0 45.0 45.1 45.03 4 44.97 45.00 44.84 44.74 5 44.8 44.39 44.08 43.88 6 33.99 37.61 35.97 35.0 7 4.16 31.51 8.71 7.15 8.1 9.98 6.83 5.0 9 1.75 9.56 6.33 4.45 10 4.01 31.34 8.51 6.93 11 4.45 31.6 8.87 7.35 1 6.0 3.79 30.3 8.99 13 6.99 33.54 31.3 30.03 14 7.79 34.17 3 30.89 15 7.39 33.86 31.6 30.46 16 7.6 33.75 31.49 30.3 17 6.71 33.38 31.03 9.79 18 7.84 33.75 31.38 30.05 19 31.31 35.43 33.8 31.97 0 3.86 36.67 34.8 33.7 1 35.80 39.03 37.7 37.00 39.1 41.59 40.84 40.51 3 44.97 45.00 44.84 44.74 4 45.0 45.0 45.1 45.03 Curve of pressure Velocity Figure Curve of furthest junction pressure Design criteria of peak time was in the range of 0,- m/s. the simulation result of Water Cad software was described as Table 4 and Figure 4 below. Curve of velocity Figure 4 Curve of velocity of pipe-11 773
Juwono, 011 Table 4 Value of velocity at pipe-11 Time 010 015 00 05 0 0.05 0.08 0.059 0.07 1 0.04 0.06 0.04 0.05 0.04 0.07 0.049 0.06 3 0.05 0.08 0.059 0.07 4 0.07 0.09 0.07 0.08 5 0.09 0.13 0.097 0.11 6 0.7 0.3 0.31 0.7 7 0.36 0.4 0.304 0.35 8 0.38 0.45 0.3 0.37 9 0.39 0.45 0.37 0.38 10 0.36 0.43 0.306 0.35 11 0.36 0.4 0.303 0.35 1 0.34 0.40 0.88 0.33 13 0.33 0.39 0.78 0.3 14 0.3 0.38 0.7 0.31 15 0.33 0.39 0.74 0.31 16 0.33 0.39 0.75 0.3 17 0.34 0.39 0.8 0.3 18 0.33 0.39 0.8 0.3 19 0.30 0.36 0.64 0.31 0 0.8 0.34 0.46 0.8 1 0.4 0.9 0.07 0.4 0.19 0. 0.157 0.18 3 0.07 0.09 0.07 0.08 4 0.05 0.08 0.059 0.07 Headloss Gradient Headloss gradient at pipe-11 for each year was described as Table 5 and Figure 5. Table 5 Headloss gradient at pipe-11 Time 010 015 00 05 0 0.04 0.08 0.04 0.05 1 0.0 0.05 0.0 0.03 0.03 0.06 0.03 0.03 3 0.04 0.08 0.04 0.05 4 0.06 0.11 0.05 0.07 5 0.11 0.0 0.09 0.1 6 0.79 1.11 0.47 0.61 7 1.39 1.87 0.78 1.01 8 1.53.07 0.87 1.13 9 1.57.13 0.89 1.16 10 1.40 1.90 0.79 1.0 11 1.37 1.86 0.77 1.00 1 1.6 1.71 0.71 0.91 13 1.19 1.61 0.66 0.85 14 1.13 1.53 0.6 0.80 15 1.16 1.57 0.64 0.83 16 1.17 1.58 0.65 0.84 17 1.1 1.63 0.67 0.86 18 1.17 1.60 0.67 0.86 19 0.99 1.40 0.6 0.78 0 0.87 1.4 0.53 0.68 1 0.66 0.9 0.38 0.50 0.4 0.57 0.3 0.9 3 0.06 0.11 0.05 0.07 4 0.04 0.08 0.04 0.05 774
J. Basic. Appl. Sci. Res., 1(7)770-776, 011 Curve of head loss gradient Figure 5 Curve of headloss at pipe-11 Construction Cost Recapitulation of construction cost was described as Table 6 below. Table 6 Recapitulation of construction cost No. Item of work Unit price (Rp) 1 Water storage 1 137.800.47 Gen set house 43.168.349 3 Work of pipe network 998.31.580 4 Water storage 8.018.895 5 General hydrant 9.08.13 6 Pump and Generator 47.031.100 7 Operation & maintenance of pump 30.600.000 8 Precipitate storage 47.301.871 9 Storage of slow sand filter 61.695.590 Volume unit 37 unit unit unit Total cost Tax 10 % Total Total cost (Rp) 137.800.47 86.336.698 998.31.580 8.018.895 340.703.893 94.06.00 61.00.000 47.301.871 61.695.590 1.717.640.77 171.764.073 1.889.404.800 1.889.405.000 CONCLUSIONS Based on the analysis as above, it was concluded: 1. Nowadays number of population was 3137 people and the prediction in the year of 05 due to exponential rate was 50 people. Water demand was 5.681 l/s for supplying 50 people. It was estimated that it could supply about 70% of the whole population. 3. The components of fresh water distribution which would design were storages water, gen set house, pump and compressor, precipitate storage, storage of slow sand filter, and 37 general hydrants. 775
Juwono, 011 4. The simulation result using software of Water Cad version 4.5 was shown green color. It was meant that the whole distribution system could be success. The three parameters namely pressure, velocity, and head loss gradient was 100% available with criteria design in the tear of 010, 015, 00, 05 5. Total cost for building distribution network of fresh water was Rp.1.889.405.000,-. REFERENCES 1. Straton, Anna T; Jackson, Sue; Marinoni, Aswadd; Proctor, Wendy; and Woodward, Emma. 011. Exploring and Evaluating Scenario for a River Catchment in Northern Australia Using Scenario Development, Multi-criteria Analysis and a Deliberative Process as a Tool for Water Planning. Journal of Water Resource Manage (5): 141-164. Gupta, N; Pilesjo, P; and Maathuis, D. Use of Geoinformatics for Inter-Basin Water Transfer Assessment, Journal of Water Resources: Water Resources and The Regime of Water Bodies, 010, Vol 37, No 3, pp. 63-637 3. Liang, Cheng Hang; Chih, Chao Ho; Ming, Sheng Yeh; and Chao, Cheng Yang, 011. An Integrating for Conjunctive-Use Planning of Surface and Subsurface Water Systems. Journal of Water Resource Manage, 5: 59-78 4. Sultanjalili, Mohammadjafar; Bozorg, Omid; Haddad; and Mariiio, Miguel A. Effect of Breakage Level One in Design of Water Distribution Networks. Journal of Water Resource Manage (5): 311-337 5. Webber, NB. 1971. Fluids Mechanics for Civil Engineers. London : William Colowes & Suns Ltd 776