An appraisal of the existing sediment transport equations was made using May et al (1989) and Ackers (1991) sediment transport equations for the limit of deposition design criterion and with a deposit depth of 1% of the pipe diameter allowed in the sewers. The applicability of those equations for sewers with larger fixed bed deposit depth was assessed, the equations generally over-estimated the transport velocity. Modifications were made to enable the equations to apply to sewers with large fixed bed deposits present.

This paper is based on an extensive experimental investigation of bedload transport of noncohesive sediments at “limit deposition” in channels of circular and rectangular cross-section. The effect of permanent deposits on the invert of pipe channels on sediment carrying capacity and hydraulic resistance to flow is investigated. The sediment transport data from rectangular and pipe channels led to the development of empirical equations with high correlation coefficients. These equations showed the possibilities of their validity for either channel shape with the incorporation of appropriate shape parameters.

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