An-Najah National University Faculty Of Engineering Civil Engineering Department Water network challenges and manageable solution in Zababdeh village

Out line: *Study area *Methodology * Objective of project *Conclusion and recommendation

Study area *The Total area of Zababdeh land due master plans: 5583.491 donums. *Zababdeh village extend over a wide area, part of it is located in the low plain land region and another part is located in the mountainous region. *The height of the center of village is about 355 m. * The Height of the ground – water tank: 430 m.

Methodology Hydraulic Equations: Head loss due to friction in the pipes calculated by Hazen-William’s equation. Population Prediction: The population was calculated by constant growth rate method

Result of population estimating

Calculating demand

Objective of project *Analyze the current network - EPS - Steady state *Check the capability of the network for future demand * Scenarios for redesign * proposed redesign

Analyze the current network For both fixed and EPS the average demand : -in summer increased by 20% 77.35 * 120% = 93 L/c-d average daily summer water consumption was calculated, ADSWC * P2016 = (5576 * 93) / 1000 = 518.568 m3/day

The pattern which used was according to PWA -. -

Fluctuation of pressure per time

Check the capability of the network for future demand In check the capability of network step which have been done to deliver continues flow, the total demand was calculated as maximum hourly demand. MHD = ADD * P2045 * Factor = (120 * 11406 * 3) / 1000=4106.16 m3/day

Result

Scenarios for redesign Option 1: Distributing water system considering continuous flow by using booster pumps Option2: Distributing water system considering continuous flow by constructing a new elevated tank Option3: Distributing water system considering continuous flow by replace all pipes of network with appropriate size Option4: Distributing water alternately, that mean divide the distribution system into two zones

Proposed redesign scenario *To distribute water alternately, each zone should be separated alone by using the existing TCV on the current network *The total amount of average daily summer water consumption was calculated = ADSWC * P2045 = (120 * 1.2 * 11406)/1000 = 1642.464 m3/day * Adding pipe:

Conclusion for pressure zone one

Pressure for zone two

Conclusion for velocity

Recommendations *For the junction that have pressure head higher than 90 m H2O, a Pressure Reducing Valve (PRV) at the entrance of the area before the node can fix that. * if low the velocity become as obstacle, this problem could be solved by using booster pumps to increase the velocity, but it is very expensive solution compare with its benefits *Its recommended that the distribution system in the municipality can be day after day for each zone, for many reasons.

Recommended operation hours For zone one The velocity in 3 main pipes equal (0.4,0.54)at the first stage of providing water ,its expected to increase during time (due to saturation of nearest parts)to 1m\s . Qd=\4*{ (.1524)^2 +(.0508)^2}*1*86400=1750m3\day Factor =1750\921.78*2=.949 #of hours =(15*24)\.949=379hr\month 25hr for each operation

Recommended operation hours For zone two The velocity in 2 main pipes equal (0.14,0.41,0.21)at the first stage of providing water ,its expected to increase during time (due to saturation of nearest parts)to 1m\s . Qd=\4*{ (0.1016)^2 +(.1524)^2 +(.0508)^2}*1*86400=2450.41m3\day Factor =2450.41\782.1*2=1.565 #of hours =(15*24)\1.565 =230hr\month 16hr for each operation