Seite - 424 - in Book of Full Papers - Symposium Hydro Engineering

𝐹 1= [ 𝑢 ∗ 𝑐 1 √ ∆𝛾 𝑠 𝑑 𝜌 𝑓 ] [ 𝑈 √32log ( 10𝐷 𝑑 ) ] 1−𝑐 1 𝑑 ∗= 𝑑 [ 𝜌 𝑓 𝜈 2 Δ𝛾 𝑠 ] 1 3 a. For 1.0<𝑑 ∗<60 𝐶 1=1.0−0.56log𝑑 ∗ 𝑙 𝑜 𝑔 𝐶 2=2.86log𝑑 ∗−(log𝑑 ∗) 2−3.53 𝐶 3=[( 0.23 𝑑 ∗ 1 2 )+0.14] 𝐶 4=[( 9.66 𝑑 ∗ )+1.34] b. For 𝑑 ∗>60 𝐶 1=0.0,𝐶 2=0.025,𝐶 3=0.17 𝑎 𝑛 𝑑 𝐶 4=1.50 D. Meyer-Peter and Muller(1948) An empirical relation based on a large number of experiments with uniform sediment 3–29 mm, in flumes 20–200 cm bedload transport equation applicable to gravel-bed rivers of coastal British Columbia is the Meyer-Peter & Muller (M-P&M) equation Ф = 8(θ−θcr) 3/2 (5) E. Nielsen(2000)- Ф = 12 θ1/2 (θ−θcr) (6) F. The Bijker Equation: Bijker derived the total transport in to two parts, the bed load and suspended load transport. The bed load transport is calculated using the Kalinke-Frinjlink formula in which combined action of wave and current is accounted by a modification of the bed shear stress. 424