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Water treatment

Scraped sand should be

Scraped sand should be washed and stored. After several filter runs this activity leads to a gradual reduction of the sand bed depth until a minimum value, usually in the range of 0.3 to 0.6 m (Fox et al, 1994; Visscher et al, 1994), is reached. Then resanding became necessary. For resanding, Huisman and Wood (1974) recommend that the remaining sand in the filtering bed should be lifted to become the top portion, with the stored and washed sand comprising the bottom. In this way the sand on top of the filtering bed should provide seed organisms to make shorter the ripening period. In Amsterdam, resanding was improved by changing from a dry method of feeding the sand into the SSF units to a wet procedure, in which the heavier sand particles settle first, then the dust and finer particles, which can then be washed away. In this way the head loss at the interface between the old and the new sand layers was greatly reduced (Kors et al, 1996). Resanding requires in the USA around 50 person-hours per m 2 (Slezak and Sims, 1984). At some treatment facilities, sand is replaced every time the filter is scraped. However, Letterman (1991) recommends avoiding this procedure since Huisman and Wood (1974) found that the deposits accumulates from run to run in the lower parts of the bed and may cause persistent clogging and short filter runs. The wet-harrow cleaning technique uses a horizontal and sometimes vertical pressurized water flow below the sand surface for washing across the filter skin being harrowed, without dewatering the sand beds. The wash water is passed out via a surface overflow weir. Shorter cleaning and ripening periods were reported with this technique in the USA, where it is applied in SSF units treating clear raw waters (Collins et al 1991). 2.5.4 Design guidelines Great differences exist in the application of SSF technology around the world, as it depends on drinking water quality standards, raw water quality, the type and level of pre-treatment specified; and the local conditions. These conditions include institutional development and supporting capacity to community based organization, availability of materials and financial resources, user income and willingness to contribute to capital investment and running costs of the WS & S infrastructure. Design criteria presented by various authors and based on different experiences and conditions are summarized in table 2.4. Those recommended by Visscher et al. (1987), although oriented world wide, were considered adequate for small systems in the USA, where the experience with SSF was being reestablished (Pyper and Logsdon, 1991). The last column in the table 2.4 corresponds to the design criteria of one the SSF units at the Weesperkarspel plant in Amsterdam, having 12 roofed units, processing highly pretreated water, with 605 m 2 (22x27.5 m) per filter (Kors et al, 1996). In this plant a SSF unit has a yearly mean filtration rate of 0.48 mh -1 and a design capacity of 0.65 mh -1 , allowing room for some SSF units being temporarily operated at higher filtration rates, meanwhile other units are being maintained. 32

Table 2.4 Comparison of design criteria for slow sand filtration from various authors Design Criteria Ten States Standards USA (1987) Recommendation Huisman and Wood (1974) Visscher, et al. (1987) Kors, et al (1996) (Treatment plant data) Design period (years) Not Stated Not Stated 10 -15 Not Stated Period of operation (hd -1 ) 24 24 24 24 Filtration rate (mh -1 ) 0.08 - 0.24 0.1 - 0.4 0.1 - 0.2 0.48 - 0.65 Sand bed: Initial height (m) Minimum height (m) 0.8 Not Stated 1.2 0.7 0.9 0.5 1.3 0.8 Effective size (mm) 0.30 - 0.45 0.15 - 0.35 0.15 - 0.30 0.15 Uniformity coefficient: Acceptable Preferred Not Stated ≤ 2.5 < 3 < 2

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