CE 642 HYDRAULICS Dr. Emre Can 1
HYDRAULICS Tentative Course Outline Introduction Pipe Flow Open Channel Flows Uniform Flow Non-Uniform Flow Local Changes in Water Levels Channel Controls Sedimentation in Open Channels and Rivers Dimensional Analysis & Theory of Models
EXAM SCHEDULE 31 March 15:00 Midterm exam 1 12 May 15:00 Midterm exam 2 The exams will always be closed book, (however formula sheets will be provided) Questions will be in English and there will be no translation of questions into Turkish, Answers to all the questions should be in English.
REFERENCES: HYDRAULICS Chow, V.T., Open Channel Hydraulics,, Mc Graw Hill, New York, 1959. Henderson, F.M., Open Channel Flow, Macmillan Co, 1966. Vennard, J.K. & Street, R.L., Elementary Fluid Mechanics, John Wiley & Sons, 1977. Linsley, R.K. & Franzini, J.B., Water Resources Engineering, McGraw Hill, Newyork, 1972
HYDRAULICS REFERENCES: Sümer, B.M, Ünsal, İ. & Bayazıt M. Hidrolik, Birsen yayınevi Yanmaz, A. Melih, Applied Water Resources Engineering, Metu Press, 3 rd edition, 2006 CE 372 Hydromechanics Lecture Notes, Middle East Technical University, Civil Engineering Department UTAH STATE UNIVERSITY Open Courseware http://ocw.usu.edu/civil_and_environmental_engineering/fluid_mechanics
Scope of the Course In many water systems, transportation of water from one location to another is the main concern. Two main modes of transportation are: Closed conduits with pressurized flow inside Open conduits with free surface flow inside The main objective in this course is to study the flow in closed conduits (mainly pipes) and in open channels
Examples include: Water distribution networks in urban areas Water transmission line from Çamlıdere Dam to İvedik Water Treatment Plant (φ = 3.4 m, L = 15.5 km) Urfa Tunnels from Atatürk Dam to Harran Plain (φ = 7.62 m, L = 2 x 26.4 km) Main irrigation canal in Harran Plain (L=118 km, Q = 80 m 3 /s)
The View of Atatürk Dam
GAP WATER RESOURCES ROJECTS Total 22 dams, 19 HPP 1.7 million ha, 7485 MW, 27 billion kwh
Urfa Tunnels from Atatürk Dam to Harran Plain φ = 7.62 m, L = 2 x 26.4 km Q=80 m 3 /s
Main irrigation canal in Harran Plain (L=118 km, Q = 80 m3/s)
Before 1995
HARRAN PLAIN
YEŞİ ŞİLÇAY SYSTEM BLACKSEA AĞVA YEŞİLÇAY REG. KABAKOZ DAM DARLIK DAM İSAKÖY DAM SUNGURLU DAM ÖMERLİ DAM EMİRLİ TREATMENT STORAGE M A R M A R A SEA
YEŞİLÇAY SYSTEM CHARACTERISTICS Length of transmission lines: 723 712 m Length of water Network : 11 738 km Volume of water reservoir : 914 000 m 3 Water Supplied (2003) : 920 million m 3 /year Water treatment capacity : 3.5 million m 3 /day
Ø3 000 mm Prestressed Concrete Cylinder Pipes
BLACKSEA GREATER MELEN PROJECT OF ISTANBUL Cumhuriyet Pompa İstasyonu Hüseyinli Su Su Arıtma Tesisi Şile-Alaçalı Melen 700 000 m³/gün Tünel Pompa 3.5 km İstasyonu Melen Regülatörü 8.5 m 33 /s /s Boğaz Bekleme Tüneli Tüneli 5.5 1.3 km km Beykoz Tüneli Osmankuyu Ayazağa 2.6 km Su Su deposu Tüneli 2.8 km Ortaçeşme Tüneli 0.8 km MARMARA SEA Alaçalı Barajı Hamidiye Tüneli 5.2 km Ömerli Barajı (mevcut) Alaçalı-Ömerli Hattı Melen-Alaçalı İsale Hattı 131 km Boğaz Tüneli Profili Melen Barajı (ileri aşama) Boğaz Tüneli Boğaz Tüneli Ø=4.0-3.6 m L=5.5 km
Great Melen Project Technical Specifications System Length : 185 600 m Ø 2 500 mm Steel Pipe : 163 950 m Ø 4 500 mm tunnel length : 8 700 m Ø 4 000 mm tunnel length : 11 550 m Ø 3 600 mm tunnel length : 1 400 m
Examples of Fluid Mechanics System
Physical Properties of Fluids Density Specific weight Specific Gravity Specific Volume Viscosity Surface Tension Vapor Pressure Compressibility
Density, ρ Mass per unit volume ρ = m/ [ρ]=ml-3
Specific Weight, γ: Weight per unit volume γ = W/ [γ]=fl-3 γ = ρg
Specific Gravity, SG The ratio of the density of the fluid to the density of water (or air) at standard conditions (SG) liquid = ρ ρ w (SG) gas = ρ ρ air
Density and Specific Weights of some fluids (g=9.81m/s2) Fluid Liquids Gases G as es Temperature C Density kg/m 3 Specific Weight N/m 3 Water 4.0 1000. 9810. Mercury 20.0 13600. 133416. Gasoline 15.6 680. 6671. Alcohol 20.0 789. 7740. Air 15.0 1.23 12.0 Oxygen 20.0 1.33 13.0 Hydrogen 20.0 0.0838 0.822 Methane 20.0 0.667 6.54
Deformation of fluid for a short time interval t U p hf A = hτ S B B τ U p F τ U p h h A θ y u(y) x τ dθ dt Shear stress is proportional to the rate of angular deformation
Newton s Law of Viscosity For the linear velocity profile du U d = p = θ dy h dt u(y) τ = U h p y du = µ dy Newton s Law of viscosity τ du dy U p = h u(y) y The proportionality constant µ is known as dynamic viscosity of the fluid.
Dynamic and Kinematic Viscosity ν = µ ρ Viscosity can be made independent of fluid density; kinematic viscosity is defined as the ratio µ Dynamic Viscosity : N s/m 2 N (Mass/Length/Time) ν Kinematic Viscosity : (m 2 /s) (Length 2 /Time)
Viscosities of air and water Fluid Temperature ( C) µ (N s/m 2 ) ν (m 2 /s) Water 20 1.00E-03 1.01E-06 Air 20 1.80E-05 1.51E-05
Reynolds Experiment Dye pipe D Q=VA Dye streak Smooth well-rounded entrance
Characteristics of Turbulent Flow
Velocity components in a turbulent pipe flow: (a) x-component velocity; (b) r-component velocity; (c) θ-component velocity.
Type of Flow Re Dimensionless number f( velocity, diameter, viscosity) R e VD = ν 4Q = πdν Laminar flow: Re < 2000 Transitional flow: 2000 < Re < 4000 Turbulent flow: Re > 4000