An-Najah National University Faculty of Engineering & Information Technology Graduation Project Hydraulic Modeling of the Water Supply Network in Yasid Village By: Anas Thaher Qusai Hamdan Yahya Abo Saleh Qusai Abo Murad Supervisor: Dr. Hafez Shaheen Objective Hydraulic analysis of the water network to meet the requirements for the next 30 years . Collecting data on the population census, population growth rate and urban sprawl areas. METHODOLOGY: Data collection . Theories and principles Design by Water CAD . DATA COLLECTION: Road network Contour map Boundary of study area Population number and population growth rate Reservoir location Study Area Yasid is located north of Nablus, about 15 km away in northern West Bank. Yasid is bordered by Wadi al Far’a to the east, the village of Siris to the north, Beit Imrin and Jaba’ to the west, and Talluza and ‘Asira ash Shamaliya towns to the south. The total area of Yasid village is about 9.5 km2 . According to the PCBS, Yasid Villgae has an estimated population of 2732 in 2022. Water Resources Yasid is fed with water from two ground water wells and from rain that is collected in cisterns . The village depends on one production well and the other well is a reserve. 164250 Cubic meters of water per year is the water supply from : Theeb Mashaqi Well Mostafa Mashaqi Well (reserve well ) Water Resources Production Wells Characteristics Well Location Well Name Year of Construction Elevation (m) Depth (m) Pump Setting (m) Water Level (m) Well productivity (m3/h) Diameter (in) Al-Far’a Theeb Mashaqi Well 2010 290 420 390 220 70 18   Al-far’a Mostafa Mashaqi Well 2009 195 320 --- 130 28 18 Conveyance Lines In Yasid there are one conveyance line divided to three transmission line transport from Theeb Mashaqi well to a storage tank I then to the storage tank connected to the booster station and was a purification facilities then the water is pump to the elevated tank. The total length of these lines is about 5 Km. The pips are of different materials such as steel, ductile . The main transmission pipes are (4) inches in diameter. Conveyance Lines Characteristics of conveyance lines in The YVWSS Zone No. From to Diameter (in) Material (m) Length (m) Date of Construction   L1 Theeb Mashqi well Storage Tank I   4 HDPE 70   2020   L2 Storage Tank I Storage Tank II   4    ductile    3500   2008   L3 Storage Tank II Elevated Tank   4 ductile 1500   2013 Storage Facilities in the YVWSS System In Yasid, there are three water tanks with different capacities, heights, and different functions . Storage tank(I) in Al-Far’a. Storage tank(II) connected to the booster station and was a purification facilities. Elevated tank in Yasid village. The capacity of these storage facilities is 400 , 150 , 350 m3 respectively . Storage Facilities in the YVWSS System Characteristics of Reservoirs and Tanks YVWSS Zone No. Name Location Elevation* (m) Height (m) Capacity (m3) Operation Mode Date of Construction   T1 Storage tank I   Al-Far’a village     290   3   400   Storage   2010   T2 Storage tank II   Yasid village     600   4   150   Service   2010   T3   Elevated Tank   Yasid village     710   4.10   350   Distribution   2013 Main Pumping and Booster Stations Main pump station, which mainly pumps water from the well to the storage tank I located near the well . Two boosters working alternate, which mainly pump water to the elevated water tank. There is one main pump station: Theeb Mashaqi main pump station Yasid booster pump station which includes two boosters Main Pumping and Booster Stations Yasid Main Pump station. Pump NO. Location Impeller type Placement configuration Flow m3/h Elevation Head (m)   B1 Storage Tank I   Centrifugal   vertical   45   300   400 Yasid Booster Pump Station Pump NO. Location Status Impeller type Placement configuration Flow m3/h Elevation Head (m)   B1 Yasid Booster Station Working Alternate   Centrifugal   Horizontal   20   600   133   B2 Yasid Booster Station Working Alternate   Centrifugal   Horizontal   20   600   133 Water Networks Water Network that is under the operation of YVWSS: Yasid water network. The total length of the network is about 14 Km Main pipes (4 inch) are made of steel or ductile iron . Distribution pipes (3, 2, 1, 0.5) inches are made of Ductile Iron . Main connection: 2 inches  3000 m 3 inches  5000 m house connection: 0.5 inch  4000 m 1 inch  2000 m Water Networks Problems experienced by the Yasid water network include: After the establishment of the network, the residential area of Yasid expanded to include areas at high elevation that are more than the height of the elevated water tank distributed and feeding the network, which led to the difficulty of delivering water to these areas and the need for adding pumps. A noticeable increase in the water loss, which amounts to 30%, due to leaks and malfunctions in the network, or due to illegal theft of water. Excessive use of mechanical meters, which leads to the accumulation of debts and non-payment of bills on time. The large number of local losses due to the structure of the network in which there are many elbows of water, this leads to a great burden on the pumps and the need for higher electrical energy to operate them. NON-REVENUE WATER (NRW) : Defined as the difference between system input volume and billed authorized consumption. In 2022 System Input volume = 164250 m3 Revenue water = 115632 m3 NRW = 48618 m3  30% of total water supplied That means YVWSS loss about 340,000 NIS in potential revenue of water in year 2022 The average selling price of water in Yasid (about 7 NIS /m3) Water (m3) 0-9 10-19 20-29 30 and more Price (NIS) 6 7.5 9 12 NON-REVENUE WATER (NRW) causes: International Water Association (IWA) standard water Balance NON-REVENUE WATER (NRW) causes: Physical losses (Leakage in Conveyance line) Apparent losses (unauthorized consumption) NON-REVENUE WATER (NRW) : Examples of IWA Standard Water Balance components from YVWSS Billed Author.Cons. (BAC) Billed meterd (BMC) Revenue Water (RW) الاستهلاك المصرح به المفوتر 115632 m3 70.4% المياه المحاسب عليها Authorized Consumption (AC) 115632 m3 Billed Unmetered (BUC) 115632 m3 System Input Volume (SIV) الاستهلاك المصرح به 70.40% 0 m3 0.00% 70.40% = Unbilled Author. Cons. (UAC) Unbilled metered (UMC) كمية المياه المدخلة للنظام المائي 115,632 m3 الاستهلاك المصرح به غير المفوتر 0 m3 0.00% = 70.40% 0 m3 Unbilled Unmetered (UUC) Non-Revenue Water (NRW) 164,250 m3 0.00% 0 m3 0.00% المياه غير المحاسب عليها 100% Apparent Losses (AL) Unauthorized Consumption (UC) Total Losses (WL) الفاقد التجاري (الظاهري) 40.75 m3 1.37% 48618 m3 الفاقد الكلي 2975 m3 Metering Inaccuracies (MI) 29.60% = 6.12% 2934 m3 4.75% 48618 m3 Real Losses (RL) Leakage and Overflows at Utility's Storage 29.60% الفاقد الحقيقي (تسرب) 0 m3 0.00% 45643 m3 Leakage on Transmission Mains/Distribution Pipes and Service Connections up to point of Customer metering 23.48% 45643 m3 23.48% Theories and principles Q1 + Q2 = Q3 + demand continuity: Energy conservation: hf2+hf3=hf4+hf1 Theories and principles Equations used in WaterCAD 1) Darcy-Weisbach equation. hf = 2) Hazen William equation hf = (Metric Unit) In our project we used Hazen-William equation Criteria’s that we considered in the project Average pressure between ( 20 – 100 ) m H2O Average velocity between ( 0.3 – 3.0 )m/s Design alternatives Finding the demand of nodes: 1- Thiessen polygon method. 2- Manual method. Type of network: 1- Branched. 2- Looped 3- Combination of both. In our design we use a branched system. Design Preparation of data . Demand forecasting. Design modeling. POPULATION Name Code 2017 2018 2019 2020 2021 2022 2023 2033 2043 2053 Yasid 150695 2483 2531 2580 2630 2681 2732 2784 3370 4080 4848 Yasid Population for the years 2017-2053 PREPARATION OF DATA PREPARATION OF DATA Population forecasting using constant growth rate equation Growth rate = 0.0193 Future population ( 2053 ) = 4848 capita PREPARATION OF DATA Calculating average daily flow : Assume that consumption per capita is equal to 120 L/d Assume maximum daily factor is equal 1 Assume Peak hourly factor equal 2.3 Q = 1338 m3/day Demand Forecasting: We calculate the demand for each node by distribute average daily demand using Thiessen Polygon for demand area. Demand Forecasting: Design modeling Quantities Total length of pipelines = 13551 m Resources quantity / 1m Total quantities Excavation 0.42 m3 5691.42 m3 sand 0.18 m3 2439.18 m3 Agg. 0.24 m3 3252.24 m3 Reinstatement 0.03 m3 406.53 m3 cross section of the trench Costs estimate Resources Units Price $ quantity / 1m Total quantities Excavation m3 7 0.42 m3 5691.42 m3 sand m3 27 0.18 m3 2439.18 m3 Agg. m3 18 0.24 m3 3252.24 m3 Reinstatement m3 175 0.03 m3 406.53 m3 labor $/m 27 1 m 365877 $ pipe m 32 1 m 13551 m Costs estimate Total length of pipelines = 13551 m + Total direct cost for 1m = 76.43 $ Job overhead cost = 0.1 * 76.43 = 7.643 $ Operating overhead cost = 0.03 * (76.43 + 7.643) = 2.523 $ Total cost = 76.43 +7.643 + 2.523 = 86.595 $/m + + = Profit = 0.15 * 86.595 = 12.989 $/m Total price of the 1m = 86.595 + 12.989 = 100 $/m Total price of the network = 1355100 $. CONCLUSION AND RECOMMENDATION Our design is applicable and serviceable for the selected design period of 30 years. As we notice if we decrease the diameter of the pipe the velocity increase and the pressure decrease, so we did many trials to adjust the value of pressure and velocity within the allowable ranges as follow: Allowable pressure range [ 20 - 100 ] m H2O. Allowable velocity range [ 0.3 - 3 ] m/s . Prepaid meters were installed to solve the problem of Non-Revenue water, in addition to adding manholes on each main branch to read the amount of water entering and assist in maintenance work. This village contains topographic differences, so we use pressure reducing valves in this village, in addition to taking urban expansion in areas higher than the level of the reservoir. It is recommended to use a pump to supply water to these areas or replace the current reservoir with a reservoir of a higher level.  Noticed that a few number of junction has a small velocity that lower than lower limit (0.3 m/s) that might because low demand in the junction that are joined with these pipes, although it still acceptable, but in future if the velocity become as obstacle this problem could be solved by using booster pumps to increase the velocity, but it’s very expensive solution compare with its benefits. image1.png image2.jpeg image3.jpeg image4.jpeg image5.jpeg image6.jpeg image7.jpeg image8.jpeg image9.jpeg image10.jpeg image11.jpeg image12.png image13.png image14.png image15.jpeg image16.jpeg image17.jpeg image18.jpeg image19.jpeg image20.jpeg image21.png image22.png image23.jpeg image24.jpeg image25.png image26.png image27.emf image28.png image29.png image30.png image31.png image32.jpeg /docProps/thumbnail.jpeg