570 International Journal of Scientific & Engineering Research, Volume 5, Issue 10, October-2014 ISSN

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1 57 International Journal of Scientific & Engineering Reearch, Volue 5, Iue, October-4 Hydraulic Network Model of Water Ditribution Syte in Al Hakee Quarter, Maqil Ditrict, Barah, South of Iraq Ali H. Al Aboodi* Sarad A. Abba * Aar S. Dawood* * Civil Engineering Departent, Engineering College, Barah Univerity, Barah, Iraq Abtract Abtract A hydraulic network odel ha been contructed by uing EPANET progra to iulate the water ditribution yte network of Al-Hakee Quarter at Maqil ditrict in the Governorate of Barah. The odel i ibrated according to the oberved head in 5 junction. Head at elected junction i eaured by Bourdon gauge. The bet reult of the odel are elected according to a trial and error procedure baed on three coon tatitic coefficient (root ean quared error, tandard error, and coefficient of correlation). Thi odel can be ued if any change, uch a the addition of elevated tank to the region, addition of another puping tation, or an expanion of the network take place in the future. Index Ter : Ter Hydraulic, EPANET, Model, Ditribution Syte, Barah INTRODUCTION A HYDRAULIC network odel i a progra that iitate a real water ditribution network on a coputer. With the help of uch a hydraulic network odel, the hydraulic behaviour of the real network ay be tudied under noral and exceptional operating condition. Everyday hydraulic ituation could alo be invetigated by jut perforing oe flow rate and preure eaureent on the real ditribution network; but thi i not practicable for exceptional operating condition of the current network and really ipoible for any operating condition of a propoed future (extended) network. A hydraulic iulation progra i eentially a tool, which can in the hand of a killed operator perfor the job of hydraulic analyi of drinking water ditribution network. public doain EPANET odel and other window baed coercial ditribution yte odel [4]. Water ditribution yte odel have becoe widely accepted within the water utility indutry, a a echani for iilarity the hydraulic and water quality behavior in water ditribution yte network. The ot iportant conideration in the planning and operation of a water ditribution yte i to atify the conuer deand. Thu, it i iportant to provide all uer with good quality water and an adequate aount at reaonable preure at all tie to enure a reliable water ditribution yte. Several ethod are propoed for iulating network odel. Hardy Cro firt propoed the ue of atheati ethod for culating flow in coplex network []. Thi anual, iterative procedure wa ued throughout the water indutry for alot 4 year. With the advent of coputer and coputer baed odeling, iproved olution ethod were developed for utilizing the Hard Cro ethodology. Alo, in the early 98, the concept of odeling water quality in ditribution yte network baed on teady-tate forulation wa developed []. By the id-98, water quality odel incorporating the dynaic behavior of water network were developed []. The uability of thee odel wa greatly iproved in 99 with the introduction of the Thi tudy ai at contructing a atheati odel by uing the EPANET progra to iulate the water ditribution yte network at Al Hakee Quarter, Maqil ditrict in the Governorate of Barah. The tudy area i about.5 k a hown in Fig. (). It alo ai at ipleenting thi odel in the future in cae any change at the network uch a the addition of elevated tank to the region or the proviion an extra pup or any other extenion of the network ay take place. Boundary of tudy area Fig.. Map of the tudy area. EPANET PROGR EPANET i a third generation oftware package for odeling water quality within drinking water ditribution yte. The progra perfor extended period iulation of hydraulic and water quality condition within preurized pipe 4

2 57 network. In addition to ubtance concentration, water age and ource tracing can alo be iulated. The EPANET progra developed by the U.S. Environental Protection Agency. EPANET include a graphi uer interface that i run by Microoft Window and allow iulated reult to be viualized on a ap of the network [5]. The EPANET package actually conit of two progra. One perfor the actual hydraulic and water quality iulation with the ue of data file for input and output report. The econd progra (EPANET4W) provide a graphi uer interface for interactively running the iulator and viewing it reult via network ap, data table, and tie erie graph. METHODOLOGY The EPANET progra ha been ued to iulate the water ditribution yte network of Al Hakee Quarter, Maqil ditrict. The network wa drawn earlier by adopting the drawing of the water network which wa taken fro the Directorate of Barah Water. The network wa et a hown in Fig. (), thi network conit of (68) pipe and (48) junction. The junction data are entered into the progra; thee include deand, elevation, and pattern deand. Depending on the nuber of faily eber in the area under invetigation, the value of deand paraeter ranged fro (.5) to (.) /day. The topographic ap of the Maqil ditrict have been found to be ueful to know junction elevation. A far a the pipe data, they were arrived at by ean of the ap of the network provided by the Directorate of Barah Water. Thi ap ha been found to be helpful to arrive at the length, diaeter, and type of the pipe under invetigation. The type of all pipe of network of tudy area i PVC. Hazen-Willia forula i ued to iulate water ditribution yte in the tudy area. According to the type of pipe, Hazen-Willia coefficient i taken to be (5) [6]. Thi value i conidered to be an initial value which i ubitted to the ibration proce. The data concerning the puping tation are obtained fro Al-Jubaila Puping Station, a hown in table (). The nuber of Maqil population provided by Municipality Council in Maqil i great ueful for the reearcher to etiate the daily conuption for each houehold keeping in ind that the aount of water conuption change along the hour of a day. Table () hown the initial uggetion of pattern deand of four tie tep for puping period of all junction in the network. The preure in pipe of the network under invetigation i eaured by uing Bourdon gauge. Five junction are elected to eaure the head of water at four interval during the period of eaureent (/5/8-/5/8). Inide the Bourdon gauge i a curved tube of oval ection which trie to traighten out when the yte i under preure. The tube i linked to a pointer which ove acro a graded e and record the preure. It i iple to change fro the eaured preure in the Bourdon gauge to head of water by applying the following equation. 4 Head of water = preure kn ( ). ( / ) () 4 CALIBRATION OF MODEL TABLE PUMPING DATA IN AL JUBAILA PUMPING STATION DISCHARGE (M /HR) HEAD (M) PUMPING PERIOD (HR)/DAY TABLE PATTERN DEMAND COEFFICIENT OF ALL JUNCTIONS IN NETWORK TIME (:- 5:59) (6:- :59) PATTERN DEMAND (:- 7:59) (8:- :59) Fig.. Water ditribution network in the tudy area Water ditribution yte odel can be ued in a wide variety of application to upport deign, planning, and analyi tak. Since thee tak ay reult in engineering deciion involving ignificant invetent, it i iportant that the odel ued be an acceptable repreentation of the real world and that the odeler have confidence in the odel prediction. In order to deterine whether a odel repreent the real world, it i cutoary to eaure variou yte value (e.g., preure, torage tank water level, and chlorine reidual) during field tudie and then copare the field reult to odel prediction. Calibration i uually conidered a one of the integral apect of odeling water ditribution yte. It i the

3 57 proce of adjuting the odel input data. A a reult of thi proce, one ay find out that the iulated hydraulic and water quality output ufficiently irror oberved field data [7]. Calibration i both cotly and tie conuing and it i even difficult to arrive at when a high degree of accuracy i deired. The extent and difficulty of ibration are iniized by developing an accurate et of baic input that provide repreentation of the real network and it coponent. Paraeter are typily et and adjuted o a to include pipe roughne, inor loe, deand at junction, the poition of iolation value whether cloed or open, control value etting, pup curve, and pattern deand. Care hould be taken to keep the value for the paraeter within reaonable bound when initially etablihing and adjuting thee paraeter. The proce of trial and error ha been adopted to alter the paraeter including Hazen-Willia coefficient, ha been changed fro the value of (5) into the value of (5) becaue the age of thi network i about year; therefore, the coefficient of Hazen-Willia ay decreae with tie. A far a the deand paraeter i concerned, a nuber of junction have been changed depending on the nuber of the faily eber in the area under invetigation. The pattern deand ha alo been changed a hown in table (). After carrying out the change, a great iilarity between the culated value and their counter part eaured value. Where: H. Root ean quared error (RMSE),. Standard error (SE). Coefficient of correlation (R). i = n RMSE = H H n RMSE SE = R = H i = i = n H H H H i = i = n i = n H H H H i = i = : Meaured value H : Siulated value H : Average of eaured value H : Average of iulated value n : Nuber of obervation TABLE CALIBRATED PATTERN DEMAND COEFFICIENT OF ALL JUNCTIONS IN NETWORK TIME The reult teted were baed on the following three coon tatitic coefficient:- (:- 5:59) (6:- :59) (:- 7:59) (8:- :59) PATTERN DEMAND Table (4) how the degree of atching between the culated data and field data. Hence, thi odel can be ued regardle of all poible change that take place in the network uch a the expanion of the network, the addition of a further pup, or the contruction of a network tank. TABLE 4 () () (4) ERROR STATISTICS BETWEEN OBSERVED AND CALCULATED HEAD 5 RESULTS AND DISCUSSION EPANET progra ha been ued to contruct a atheati odel for the water ditribution network yte which i lying at Maqil in the Governorate of Barah. Thi network ha been et, drawn, and analyzed by uing thi progra. The data for each pipe have been entered to the oftware. The data for the junction and pup tation have alo entered into the progra. After the hydraulic odel wa ibrated, a good degree of iilarity between the culated value and the oberved value ha been arrived a hown in figure (-7). NO. OF JUNCTION RMSE SE R

4 57 Head () ob 5 5 Tie (hour) Head () ob Tie (hour) Fig.. Coparion between oberved and culated head in junction () Fig. 7. Coparion between oberved and culated head in junction (6) Head () ob 5 CONCLUSIONS Due to their advantage, atheati odeling and coputer iulation ay becoe ore coon tool ued in the anageent of the water ditribution yte. To achieve uch a goal, a hydraulic atheati odel ha been et by uing EPANET progra developed by (United State Environental Protection Agency) to iulate the water ditribution yte network in Al Hakee Quarter, Maqil ditrict. The reult have hown that The Hazen-Willia Coefficient, deand and pattern deand have proved to have a great effect on the output reult. After carrying out the change of thee paraeter in ibration proce, a great iilarity between the culated value and their counter part eaured value. 5 5 Tie (hour).5 Fig. 4. Coparion between oberved and culated head in junction () Head ().5.5 ob 5 5 Tie (hour) Fig. 5. Coparion between oberved and culated head in junction (89) Head () ob 5 5 Tie (hour) Reference. Cro, H. Analyi of Flow in Network of Conduit or Conductor, Univerity of Illinoi Engineering Experient Station Bulletin 86, Urbana, IL Clark, R.M., W.M. Grayan, R.M. Male, and J.A. Coyle. Predicting Water Quality in Ditribution Syte. Proceeding, AWWA Ditribution Syte Sypoiu, Minneapoli, MN Grayan, W.M., R.M. Clark, and R.M. Male. Modeling Ditribution Syte Water Quality Dynaic Approach, Journal of Water Reource Planning and Manageent, ASCE, 4() Roan, L.A. EPANET Verion Uer Manual, Drinking Water Reearch Diviion, EPA, Cincinnati, OH.. Fig. 6. Coparion between oberved and culated head in junction (7) 4 5. EPA. The Clean Water and Drinking Water Infratructure Gap Analyi. EPA - Office of Water, Wahington DC. Septeber.

5 Hazen-Willia Coefficient, the engineer toolbox web ite, Reource, tool and baic inforation for engineering and deign of techni application, toolbox.co/ hazen-williacoefficient-d798.htl. 7. Walki, T.M., D.V. Chae, D.A. Savic, W. Grayan, S. Beckwith, and E. Koelle. Advanced Water Ditribution Modeling and Manageent. Haetad Pre, Waterbury, CT.. 4