DESIGN OF WWTP MAIN SEWER LINES FOR TUBAS
DESIGN OF WWTP & MAIN SEWER LINES FOR TUBAS REGION Prepared by: Abed-Arahman Daraghmeh “Mohammad Anas” Bureeni Mohammad Sa’ed Mohammad Daraghmeh Supervisor: Dr. Abdel Fattah Hasan Saturday Project Design 7 -1 -2012 Civil Engineering
OVERVIEW: v. This project aimed to: • Design of Wastewater Treatment Plant, which will treat “domestic wastewater”. • Design of Main Sewer Trunk Lines. The study area include Tubas and surrounded villages: Aqqaba , Tammun , Tyaseir.
PURPOSES OF WWTP: 1. Protect the environment from the pollution. 2. Save water resources. 3. Use the treated waste water in agricultural application and others.
WHY WE CHOOSE TUBAS: • There are no sewage collection system, or WWTP. • Tubas Governorate is an agricultural area, so the treated waste water can be used. • Due to lack of water resources And due to political condition.
LOCATION AND CLIMATE OF TUBAS: 480 mm 18 -24 C RH 56% Tubas
POPULATION GROWTH: year 2007 61500 year 2035 41000 24000 18000 12000 Tubas Tammun 7000 Aqqaba 10000 3000 Tayasir Design equation: P=P 0(1+ r)n Total Population in 2035 =137, 000 persons
LOCATION OF WWTP: We have three scenarios for Plant location : Scenario NO. 1 2 3 Location of WWTP Areas connect by gravity to WWTP Areas connected by pump to WWTP Served area by treated W. W Wadi Al. Faria Tubas, Tammun, Aqqapa Tayasir 7, 000 dunums Tayasir zone 60%of Tubas, Aqqapa, Tayasir 40%of Tubas, Tammun 11, 000 dunums Tubas, Tammun, Aqqapa Tayasir 13, 000 dunums Tubas -Tammun Junction
The First Scenario
The First Scenario Aqqaba Tyaseir Tubas Map key : By Gravity By Pump Served area 7000 dunums Tammun
The Second Scenario Aqqaba Tyaseir Served area 11000 dunums Tubas Map key : By Gravity By Pump Tammun
The Third Scenario Aqqaba Tyaseir Tubas Served area 13000 dunums Map key : By Gravity By Pump Tammun The served area
CONCLUSION: • The scenario which we choose is scenario (3) because of: 1. Large area to be served of treated waste water. 2. The location is away from the water resources. 3. One pump is needing, to complete the collection system
DESIGN OF SEWER LINES Sunday Project Design 18 -12 -2011 Civil Engineering
MAJOR TOPICS 1 - Sewer lines and manholes. 2 - Design characteristics and design of sewage system. 3 - Sewer cost. 14
SEWER LINES AND MANHOLES 1 - Used 330 manholes as part of the collection system. 2 - The trunk main line sizes vary from (8 to 15) inch. 3 - The collection piping lines are located under main roads and public right-of-way corridors to minimize the use of private easements. 15
Polyvinyl chloride a) Durable, hard to damage, and long lasting. b) PVC pipe doesn’t rust , or wear over time. c) Its most commonly used in sewer lines, and used with diameter less than 500 mm. 16
4 - Used minimum cover 0. 9 m for diameter larger than 200 mm, and the maximum cover should be less than 3. 5 m. 5 - sewer manholes and trunk lines are installed in accordance with all applicable PWA (Palestinian Water Authority) guidelines. 17
DESIGN CHARACTERISTICS AND DESIGN OF SEWAGE SYSTEM. 1 - Conveyance methods of sewage systems. A) By Gravity. B) By pump. 2 - Design methods of sewage system. A) By the manual method. B) By software method. 18
The main characteristics for the design : 1 - Velocity ( 0. 6 -3. 5)m/s. 2 - Slope (0. 008 -0. 17)m/m. 3 - Increment of population are calculated by (number of houses expected to be drained to the manholes *average number of persons in house). 4 - manning coefficient =0. 015. 19
EXCEL SHEET RESULTS FOR TAMMUN 20
RESULTS OF SEWER-CAD FOR TUBAS PIPE LINES 21
PUMP RESULTS FOR TAYASIR Flow rate (m 3 / h) Shaft Power (KW) 21 6. 3 32 9. 5 22
SEWER COST 1 - Transportation 2 - Installation of pipes and manholes, including backfilling , asphalt and the necessary tests. 23
Diameter (in) Total length (m) Total cost (NIS) 8 13, 828 5, 531, 200 1, 058 486, 680 12 565 306, 230 15 3, 116 2, 206, 128 18, 567 8, 530, 238 Total 24
TECHNOLOGY SELECTION Sunday Project Design 18 -12 -2011 Civil Engineering
TECHNOLOGY SELECTION �Based on the above … There is no doubt that the Tubas municipality need treatment plant of wastewater for use in agriculture and others. �However, should be selected appropriate technology for processing, so that the technology which be selected, should be available, cheap and somewhat easy to use.
TECHNOLOGY SELECTION
TECHNOLOGY SELECTION There a lot of technology that could be comparable: 1 - WSPs: Anaerobic pond BOD and SS removal ``` Facultative pond BOD removal Maturation pond reduce No. of pathogens Advantages: high efficiency above 90% (√). simple to construct (√). Disadvantages: need large area (X). Odor release (X). RESULT: Because our area is limited, This technology is
WETLAND
TECHNOLOGY SELECTION 2 - WETLANDS (two types): A-Natural wetlands. B-constructed wetlands. Advantages: Low operation cost (√). Excellent in small communities (where inexpensive land is available) (√) Disadvantages: Slow rate of operation (X). Need to large amount of area (X). because of limited area, this technology is ignored
TECHNOLOGY SELECTION 3 - One stage activated sludge: container contain dissolved bacteria in water, work for BOD removal. This technology is highly efficient, but it needs more time than the time allowed for this technology(4< 14. 6 > 8)hrs. therefore will be excluded from accounts.
TECHNOLOGY SELECTION 4 - One Stage Trickling Filter Low Efficiency. So , this technology its not appropriate to use.
TRICKLING FILTEER MEDIA Stone Media with Slimes (Bacterial cells)
TECHNOLOGY SELECTION 5 -Two stage trickling filter: two containers in series contain a bacteria lives at the surface of rock media (BOD removal). Cannot use this type, especially that there are problems in the accounts of BOD loading & BOD loading hydraulic loading. RESULT: This technology its not appropriate to use.
TECHNOLOGY SELECTION 6 - One & two stage Biological Towers: This type of technology can be used, but there is difficulty in finding the value of coefficient KT: reaction rate coefficient at T temperature as it requires empirical formula to find it. RESULT: This technology will be ignored.
TECHNOLOGY SELECTION 7 - UASB With Activated Sludge : This type of technology can be used, but is not preferred for several reasons: 1 - Emits Green Houses Gases such as CH 4 and CO 2. 2 - Difficult operation and a high operating cost. 3 - Needs to people with high expertise, and in our country it is difficult to find people with these specifications because this technology is modern. 4 - Technical anaerobic, toxic at low temperatures. RESULT: this technology is ignored.
TECHNOLOGY SELECTION 8 -Trickling filter with activated sludge (cont’d): � After that time, we noted that in the activated sludge is not commensurate with the standards, it was necessary to develop a trickling filter unit prior to the activated sludge so as to reduce the time required. Time becomes equal to = (4 < 6. 0 < 8) hrs. . OK RESULT: this option is appropriate, and there are no problems to construct it.
TECHNOLOGY SELECTION �CONCLUSION: After viewing the above, We conclude that the best technology is trickling filter with activated sludge.
THE NEXT STEP IS DESIGN
WWTP DESIGN Sunday Project Design 18 -12 -2011 Civil Engineering
PHASES - Three phases have been used: 1 -The first phase is to year 2035 2 - The second phases is to year 2051 3 -The third phases is to year 2060 Saturday Project Design 7 -1 -2012 Civil Engineering
FLOW RATE CHARACTERISTICS w. w. production = 100 l /c. d SS = 80 g/c. d BOD = 60 g/c. d At 2 nd. Phase flow rate = 27000 m³/day At the 1 st Phase flowrate At 3 rd Phase flow rate At year 2011 flow rate =13400 m³/day = 40000 m = 4700 m³/day Saturday Project Design 7 -1 -2012 Civil Engineering
WWTP FLOWCHART ` ` ` Saturday Project Design 7 -1 -2012 Civil Engineering `
RACK SCREEN No. Width Length Depth Slop 1 + 1 standby 0. 75 m 15 m 1. 5 m 60° Saturday Project Design 7 -1 -2012 Civil Engineering
AERATED GRIT CHAMBER No. 1 + 1 standby Saturday Project Design Width Length Depth 3. 6 m 5. 5 m 7 -1 -2012 Civil Engineering 3. 5 m
RECTANGULAR PRIMARY SEDIMENTATION TANK No. 2 Saturday Project Design Width Length Depth 10 m 40 m 3. 5 m slop Weir length 1. 35% 49. 2 m 7 -1 -2012 Civil Engineering
TRICKLING FILTER No. Diameter Depth Efficiency 4 25 m 2. 3 m 75% Saturday Project Design 7 -1 -2012 Civil Engineering
RECTANGULAR INTERMEDIATE SEDIMENTATION TANK No. 2 Width Length 11 m Saturday Project Design Depth slop Weir length 3 m 1. 35% 55. 2 m 44 m 7 -1 -2012 Civil Engineering
COMPLETELY MIX ACTIVATED SLUDGE No. Diameter Depth Efficiency 2 28 m 4. 5 m 80% Saturday Project Design 7 -1 -2012 Civil Engineering
RECTANGULAR SECONDARY SEDIMENTATION TANK No. 2 Width Length Depth 13 m Saturday Project Design 52 m 3 m slop Weir length 1. 35% 68. 8 m 7 -1 -2012 Civil Engineering
PUMP STATION Tank dimensions width length depth 12 m 4 m Pump characteristics No. Total head Shaft power Efficiency 2 + 1 standby 66. 6 m 123 KW 81. 2 % Saturday Project Design 7 -1 -2012 Civil Engineering
WWTP LAYOUT
FINAL RESULT Albeqa’a Area = 13000 Dunum Thank You
- Slides: 54