An-najah National University Faculty of Engineering Evaluation of the Existing situation of the sewer system of Qalqilia city And design of the northern part of the city By: Hedaia Adnan Shawahna –Reg.No:11001568 Maram Mahmoud Qaisiah-Reg No:11003064 Under supervision of: Eng Hamees Tubeileh

Outline:- INTRODUCTION Objectives Approach and methodology Evaluation of the existing network Modeling and Design Result and Discussion Conclusion and Recommendation

INTRODUCTION Location: Study Area Location: Qalqilya is located in the northwest of the West Bank about 12 km from the Mediterranean coast, on the border between Israel and the West Bank. with area = 7.25Km2. The average maximum temperature of 22.3 C, and the average minimum temperature of 15.6 Celsius.

Topography: Qalqilya rising from the sea about 40 meters in the western plains region , and begin to rise gradually to the east to reach the 120 meters at the top of the area,our study area (the north region elevation range (105-55) m.

Population and water demand: Qalqilia city has one of the highest rates of population growth in Palestine in recent decades .This is due to the migration of thousands of residents of nearby villages after the catastrophe of 1948.Now with 48000people, and 8500 house connections have a present demand of clean water, which exceeds 4.0 MCM/yr, i.e. 200 l/c/d.

Problem Statement Most of Qalqilia city is served by sewer network. The northern area of Qalqilia has a normal urban expansion. At the current situation there is only few houses in this area and they are connected with small pipe diameters. The sewer system was designed in the Intifada period there was no sufficient financial resources to meet the amount of sewer. So the existing sewer pipes in the northern part can't handle the future load.

Objectives So it is very important to solve the problems of enclosing the pipes that carry the sewer water and this can be achieved by: Evaluation the existing situation of the sewer system in Qalqilia city. Analysis and design the sewer network for the northern part of this city.  

Approach and methodology

Evaluation of the existing: Wastewater Catchments The served area of Qalqilia city is divided into two main sewage collection catchment areas. These are Southern Wadi catchment and Old Wadi catchment which combines by pumping the other two sub-catchments of the northern Qalqilia city. Both of these catchments have their own outfall to the west of Qalqilia city.

Southern and old catchment condition : Percentage (%)covered 37 63 Population(c) 13900 33500 #manholes 1932 4789 Length (Km) 36.6 68.5

Northern Pumping Station The two pumps located within the Old Wadi catchment are:   Northern Pumping Station . The total population that is served by this pumping station is 4812 inhabitants. The area for the sub-catchment is 20% of the total area of the Old Wadi catchment. Western Pumping Station western pumping station is serving 11,737 inhabitants (including the catchment of the northern pumping station). It covers 47% of the total area of the Old Wadi catchment serving 6925 inhabitants in addition to the 4812 inhabitants of the northern pumping station.

Manholes: - Cover diameter ranges from 35 to 65 cm in diameter - Most of the cover duty class is of the 8 ton class; others range from 5 ton to 40 tons duty class. - 70% of the manholes are located on paved roads while 25% are located on sidewalks and the remaining 5% are located on dirt and/or agricultural roads. - Adjustment is needed for some 1400 manholes, i.e. about 20% of the manholes. This is a high ratio. .

- 92% of the manholes covers are in good conditions while the remaining manhole covers are either in fair or bad conditions. -about 64% of manholes are in good conditions. - Sediments and crack are the main parameters and findings. - Some manholes are collapsed and need immediate replacement.

Pipelines The diameter of the pipes various from 4 inch up to 20 inches at the outfall. Qalqilia network have two types of material which are uPVC and concrete. The concrete pipes represent the old sewage collection network, while uPVC pipes were used in the recently constructed network sections The concrete pipes are 11.42% of the total length for Qalqilia sewage collection network. In general most the concrete pipes are in bad condition specially the pipes that are less than 8 inches. The uPVC pipe varies from 4" up to 18". For concrete pipes there are 4", 6", 8", 10", 12" and 20".

Data collection Road network and houses distribution map. Contour map Consumption Population Existing sewer network

MODELING AND DESIGN Sewer CAD: Engineers around the world use Sewer CAD to plan, design, analyze, and optimize their wastewater collection systems. An easy-to-use interface, automatic design features, and stunning presentation tools. It gives the possibility of export to AutoCAD, Excel, GIS also to import from them. The program provides organized and summarized tables which give comfortable to input data and take it from those tables.

Input data 1) AutoCAD road layout in the form of DXF file

2) Manhole location layout 3) Related elevation of each manhole taken as AutoCAD contour map using TREX

4)Count of capita per each manhole as EXCEL sheet using Model Builder.

5) Unit sanitary load. To determine the total load on manhole we do the following: The per capita total load on manhole will become from the wastewater generated by using water and from infiltration. The calculation of this unit load was as follow: a. By taking the average consumption of water from municipality it was be 206 l/c.d .the conversion factor from water to wastewater was taken 75%, and the maximum hourly factor was assumed to be 3. b. The average daily per capita wastewater generation amount equals (206*0.75) in L/d. c. By multiplying by 3 having maximum hourly wastewater generated load . d .to take into consideration the amount of infiltration multiplying by 20%.

2 .By assuming the saturation condition will be when having building of three floors with two departments per floor. 3. Counting the number of houses at saturation condition that can be connected to the adjacent manhole. 4. Determining the population that generates the sanitary load for each manhole by multiplying the size of family (taken as 6) by number of building by number of department for each floor. 5. The load on each manhole will equal the capita total load multiplied by the number of population that generates this load at this manhole.

example for one manhole Unit load=206 *0.75*3+0.2*206*0.75= 494.4 L/d. Take it=495 L/d. At manhole #13 we have 2 buildings ,considering 3 floors and 2 departments and 6 persons for each one (2*3*2*6)*=72Capita Present

Output: Label Elevation (m) Flow in (L/s) Flow Out (L/s) Total load(m/s) unit count(capita) MH-1 87.8 2.04 2.45 0.41 90.5 MH-2 87.75 1.63 MH-3 88.42 1.23 0.4 MH-4 89.02 0.82 MH-5 88.2 MH-6 88.06 MH-7 82.4 2.86 3.27 MH-8 81.92 MH-9 81.58 MH-10 81.77 MH-11 82.3 MH-12 82.71 .

Outputs: Label Start Node Stop Node Length (m) Slope (%) Diameter (in) Velocity (m/s) CO-1 MH-6 MH-5 31.8 1.477 3.9 0.45 CO-2 MH-4 27.4 1 0.48 CO-3 MH-3 33.1 0.54 CO-4 MH-2 30.5 0.58 CO-5 MH-1 0.62 CO-6 MH-116 26.4 0.65 CO-7 MH-117 33 0.67 CO-8 MH-118 27.7 1.581 0.83 CO-9 MH-119 37.4 0.71 CO-10 MH-120 40.3 3.278 1.15 CO-11 MH-121 37.8 7.807 1.62 CO-12 MH-13 MH-12 32 1.126 0.5 CO-13 MH-11 28.5 1.467 Label Start Node Stop Node Length (m) Slope (%) Diameter (in) Velocity (m/s) CO-1 MH-6 MH-5 31.8 1.477 3.9 0.45 CO-2 MH-4 27.4 1 0.48 CO-3 MH-3 33.1 0.54 CO-4 MH-2 30.5 0.58 CO-5 MH-1 0.62 CO-6 MH-116 26.4 0.65 CO-7 MH-117 33 0.67 CO-8 MH-118 27.7 1.581 0.83 CO-9 MH-119 37.4 0.71 CO-10 MH-120 40.3 3.278 1.15 CO-11 MH-121 37.8 7.807 1.62 CO-12 MH-13 MH-12 32 1.126 0.5 CO-13 MH-11 28.5 1.467

EGL&HGL

Results: 143 Number of manholes 3.77 Maximum velocity(m/s) 0.45 Minimum velocity(m/s) 5.59 Maximum cover(m) 1 Minimum cover(m) Minimum slope(%) 15 Maximum slope(%) CONDIUTE TABLE DIAMETER(in) LENGTH(m) 4 2721.5 6 312 8 31.5 10 473 12 595.5 .

this figure shows the variety of cover along the conduits, by using scattered plots we represent this profile. This representation show the deviation of the cover from the minimum and the maximum constrains

Results of velocity in conduit show that all conduits velocities satisfy minimum velocity

Conduits table provides the slopes of the sewers Conduits table provides the slopes of the sewers.to make our conclusion of the slope constrains we represent the slope for each conduit to show the maximum and minimum values (see figure4.4).

Conclusion &Recommendation Based on the evaluation of the existing situation of the wastewater network, the following recommendations are worth mentioning: 1. The Northern pumping station is causing problems in terms of high operation and maintenance costs and is considered burden on the sewage network. It pumps the sewage to the Western pumping station to be pumped again to the Old catchment system. It is recommended to allow the sewage to flow and form another outfall at its downstream end and then stop the northern pumping station.

2. The present pumping stations will be overloaded in 10 years or less, which shall be considered in the future planning alternatives. 3. Another alternative to be considered for the downstream final disposal of the wastewater is to have wastewater treatment plants (WWTP).

4. There is a need to solve the problems of the few houses located near the wall and yet not served by the wastewater collection system.  For the network in the northern part of Qalqilia, it is recommended to do the following: The municipality has to apply this project to enhance the wastewater management and solve the problem of overload in this active part of Qalqilia. Construction of an interceptor along the Wadi extending parallel to the wall and having additional outlets through the wall will provide better management of the sewage collection system.  

Thank you