Presented by: S. Ali Akbar Salehi Neyshabouri MANAGEMENT (Aug. 18 20, 2008) 1
Sediment Deposition in Front of the Gate with Coarse Sediments MANAGEMENT (Aug. 18 20, 2008) 2
Functions of Intake Smooth water delivery Prevent or minimize trash and sediment transport to diversion canal Control the amount of diverted water MANAGEMENT (Aug. 18 20, 2008) 3
Different Types of River Intake Frontal Intake Lateral Intake Bottom Intake MANAGEMENT (Aug. 18 20, 2008) 4
Different Types of Lateral Intakes Intake with diversion dam Simple intake Intake with pumping station MANAGEMENT (Aug. 18 20, 2008) 5
Effective Parameters on Sediment Diversion Channel type (Straight, Bend) Discharge ratio Flow conditions (Froud number) Sediment load (bed, suspended) Location of intake (Bend channel) Diversion angle Sill Submerged vane MANAGEMENT (Aug. 18 20, 2008) 6
Spiral Flow at River Bend Sedimentation Flow Pattern Erosion Sediment Transport MANAGEMENT (Aug. 18 20, 2008) 7
Sill at Intake Sill at lateral intake MANAGEMENT (Aug. 18 20, 2008) 8
Flow Pattern Around Intake Using Sill Vortex caused by sill MANAGEMENT (Aug. 18 20, 2008) 9
Submerged Vanes MANAGEMENT (Aug. 18 20, 2008) 10
Flow Pattern Around Submerged Vanes MANAGEMENT (Aug. 18 20, 2008) 11
Submerged Vanes in Front of Lateral Intake MANAGEMENT (Aug. 18 20, 2008) 12
Straight Channel Experimental (1) and Numerical (2) Sediment diversion and flow pattern Discharge rate: 0.084 0.224 Diversion angle (45, 60, 75, 90 ) Submerged vane (q r =0.2, no sediment diversion) (vane angle: 15, 20, 25 ) Sill (30% reduction of sediment diversion) MANAGEMENT (Aug. 18 20, 2008) 13
Effect of Sill Height on Sediment Diversion 1 0.8 Qr=0.25 λ 0.6 0.4 0.2 0 0 0.1 0.2 0.3 0.4 0.5 Q r h s /h m G Intake efficiency r λ = 1 Qr Gr = Qsi / Qsm, = Qi / Q MANAGEMENT (Aug. 18 20, 2008) 14 m
Effect of Sill and Vane MANAGEMENT (Aug. 18 20, 2008) 15
U bend Channel Experimental (4) and Numerical (2) Sediment diversion and flow pattern Discharge rate Diversion angle Submerged vane Sill MANAGEMENT (Aug. 18 20, 2008) 16
Plan of Experimental Setup MANAGEMENT (Aug. 18 20, 2008) 17
Experimental Setup MANAGEMENT (Aug. 18 20, 2008) 18
U bend Intake Location Pirestani (2004): (Exp.) (40, 75, 115 ) Safarzadeh (2004): (Num.)(40, 115 ) Dehghani (2006): (Exp.)(90, 102, 115, 135, 150 ) MANAGEMENT (Aug. 18 20, 2008) 19
U bend Diversion Angle Pirestani (2004): (Exp.) (45, 60, 75, 90 ) Safarzadeh (2004): (Num.) (45, 75, 90 ) Dehghani (2006): (Exp (45, 60, 75 ) MANAGEMENT (Aug. 18 20, 2008) 20
Comparison Between Straight and Curved Channel Sediment Diversion at Intake 1.2 1 0.8 رضاح U bend قيقحت Bulle(1926) Barkdoll et al (1999) (2000) Abassi يسابع) 1382 ( G r 0.6 0.4 0.2 0 0 0.1 0.2 0.3 0.4 0.5 0.6 Qr MANAGEMENT (Aug. 18 20, 2008) 21
U bend Submerged Vanes Dehghani (2006): (40% reduction on sediment diversion) Montaseri (2008): H/h=0.23, 0.33, 0.5, α=10,20, 30, 40 δ s /H=7, 8, 9, 10, 12 δ n /H=1.0, 1.5, 2.0 δ b /H=1.0, 2.0, 3.0 Arrangement: 2rows, zigzag Intake Rostamabadi (2007): (Agreement with Montaseri res.) Flow MANAGEMENT (Aug. 18 20, 2008) 22
U bend Sill Sill height/water depth: 0.23, 0.34, 0.45 MANAGEMENT (Aug. 18 20, 2008) 23
90 Bend Channel Experimental (1) Sediment diversion Intake location (65, 70, 75 ) Diversion angle (30, 45, 60, 70 ) MANAGEMENT (Aug. 18 20, 2008) 24
Meandering Channel Experimental (1) Sediment diversion Froud Number Sediment diameter (d 50 =2.5, d 50 =3.42) Location of intake Diversion angle MANAGEMENT (Aug. 18 20, 2008) 25
Experimental Setup of Meander Channel (Abolghasemi 2006) MANAGEMENT (Aug. 18 20, 2008) 26
Meander Channel Intake Location Uniform sed. Non-Unif.sed. θ Uniform sed. Uniform sed. MANAGEMENT (Aug. 18 20, 2008) 27
Meander Channel Intake Angel a a MANAGEMENT (Aug. 18 20, 2008) 28
Conclusions Use outer bank of bend reach of a river for lateral intake. In U bend channel, the intake should be located at θ = 115 to 135. The diversion angle of 60 is recommended. Sill can reduce the sediment diversion up to 30%. However, its height should be limited to 0.3 Y. Submerged vanes are very effective in reducing sediment diversion, even up to 80% and best performance is achieved by: H/h= 0.33, α=20, δ s /H=10, δ n /H=1.5. MANAGEMENT (Aug. 18 20, 2008) 29
References Abbasi, A.A., 2003,Experimental Study on Control of Sediment transport to lateral intakes in Straight Channel, PhD. Thesis, Tarbiat Modares University, Iran. Abolghasemi, M., 2006, Control of Sediment transport to lateral intakes in meandering rivers, PhD. Thesis, Tarbiat Modares University, Iran. Dehghani, A., 2007, Experimental study on sediment diversion to lateral intake at 180 degree bend, Ph.D. Thesis, Tarbiat Modares University, Iran. Izadpanah, Z, 1997. Analysis of sediment transport at lateral diversion in river bend. PhD. Thesis, Tarbiat Modarres University, Tehran, Iran. Pirestani, M., 2004, Study on Flow pattern and scour at intake on a bend channel, Ph.D. Thesis, Azad University, Tehran. Rostam Abadi. M., 2007, Numerical Simulation of Flow Pattern around Submerged vanes in intake at 180 degree bend, Msc. Thesis, Tarbiat Modares University, Iran. Safarzadeh, A., 2005, Numerical Study on Flow Pattern on Lateral Diversion in 180 Degree Bend., Msc. Thesis, Tarbiat Modares University, Iran. MANAGEMENT (Aug. 18 20, 2008) 30
MANAGEMENT (Aug. 18 20, 2008) 31
Abbassi work MANAGEMENT (Aug. 18 20, 2008) 32
MANAGEMENT (Aug. 18 20, 2008) 33
MANAGEMENT (Aug. 18 20, 2008) 34