Engineering Analysis and Failure Prevention of a Water Treatment Plant in Nigeria
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TECHNICAL ARTICLE—PEER-REVIEWED
Engineering Analysis and Failure Prevention of a Water Treatment Plant in Nigeria Isaiah Adesola Oke
Submitted: 7 April 2009 / in revised form: 28 October 2009 / Published online: 20 January 2010 Ó ASM International 2010
Abstract This paper contains a detailed engineering assessment and failure prevention assessment for a water treatment plant in Nigeria. Population data for the university community were collected and the treatment plant was visited. Data on each of the treatment process (unit) were also collected and water consumption per day was computed and compared with standard. An engineering assessment of each of the plant’s units was conducted and failure prevention procedures were suggested. The study showed that the population growth rate fit well with the logistic growth rate to a saturated population of 7383 students in the halls, ‘a’ and ‘b’ (growth rate parameters) were 2.159 and 0.022 per year, respectively. Available water consumption was 76.7 L per capita per day. The water supply to the community could be classified as water to a public area rather than water to a domestic area. Column and settling tanks tests revealed that the retention time of 2 h is adequate for the sedimentation tanks. It was concluded that there is a critical water shortage in the community because of failure of the treatment plant to meet the demand, which can be attributed to lack of rehabilitation of the plant to meet the population growth. Sedimentation tanks and filtration units are to be upgraded to prevent total failure of the plant and minimize the potential for an outbreak of water-related diseases. Keywords Potable water supply Engineering design Failure prevention Adequate water Water-borne diseases
I. A. Oke (&) Department of Civil Engineering, Obafemi Awolowo University, Ile-Ife, Nigeria e-mail: [email protected]; [email protected]; [email protected]
Nomenclature H The total head delivered by the pump when pumping the desired capacity. Total head (m) hd Static discharge head (vertical distance between the pump datum and the surface of the liquid in the discharge bay). The datum shall be taken at the centreline of the pump for horizontal and double suction vertical pumps or at the entrance eye of the first stage impeller for single suction vertical pumps (m) hs Static suction head (vertical distance from surface of the liquid [water] in the suction bay to the pump datum). The value is negative because the operation is under a suction head (m) fd The head required to overcome friction in the pipe, valves, fittings, turns, etc., in the discharge. Friction head in discharge (m) fs The head required to overcome friction in the pipe, valves, fittings, turns, etc., in the suction. Friction head in suction (m) Vd2 The head required to cause the water to attain 2g the velocity (V). The velocity head (m) Pa Population of the community P Population of the community (in 1000) q Water demand per capita per day (L) Qav Water demand per day (m3) M Ratio of maximum sewerage to averag
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