Comparing HEC-RAS v5.0 2-D Results with Verification Datasets

Size: px
Start display at page:

Download "Comparing HEC-RAS v5.0 2-D Results with Verification Datasets"

Transcription

1 Comparing HEC-RAS v5.0 2-D Results with Verification Datasets Tom Molls 1, Gary Brunner 2, & Alejandro Sanchez 2 1. David Ford Consulting Engineers, Inc., Sacramento, CA 2. USACE Hydrologic Engineering Center, Davis, CA September 8, 2016 Sacramento FMA conference

2 Outline Review current HEC-RAS verification and validation research study. Present four test cases: Flood Wave Propagation over a Flat Surface Surface Runoff in a 2D Geometry Channel with a Sudden Expansion Creating an Eddy Zone Subcritical Flow in a Converging Channel 2

3 Review HEC-RAS 5.0 Verification and Validation Research Study 3

4 HEC-RAS 5.0 Verification and Validation Research Study HEC is performing a comprehensive verification and validation study for HEC-RAS 5.0. This will cover: 1D Steady Flow 1D Unsteady Flow 2D Unsteady Flow The following types of data sets are being used for this research work: Analytical and textbook data sets Laboratory experiments Field data (real-world flood events with observed observations) 4

5 Current Analyses Performed Analytical and textbook data sets: 1. Chow Steady Flow Backwater Profiles 2. Flood Propagation over a Flat and Frictionless Plane 3. Sloshing in a Rectangular Basin 4. Long-wave Run-up on a Planar Slope 5. Flow Transitions over a Bump 6. Dam Break on a Flat and Frictionless Bed 7. Surface Runoff on a Plane 5

6 Current Analyses Performed Laboratory test cases: 1. Surface Runoff in a 2D Geometry Degree Bend 3. Compound Channel 4. Sudden Expansion 5. Flow around a Spur Dike 6. Sudden Dam Break in a Sloping Flume 7. Flow Transitions over a Trapezoidal Weir 8. Converging Channel (Sub to Supercritical Flow) 6

7 Current Analyses Performed Field Test Cases: 1. Malpasset Dam Break 2. New Madrid Floodway, May 2001 Flood 3. Sacramento River 4. Hopefully more??? 7

8 What We are Presenting Today: Flood Wave Propagation over a Flat Surface Surface Runoff in a 2D Geometry Channel with a Sudden Expansion Creating an Eddy Zone Subcritical Flow in a Converging Channel 8

9 Flood Wave Propagation over a Flat Surface The test case is useful for evaluating the model wetting capability and the correct implementation of the non-linear Shallow Water Equations (SWE) and Diffusion Wave Equations (DWE). The test case is based on a simplified 1D geometry with a flat bed slope. A clever analytical solution was provided by Hunter et al. (2005) in which the wetting front moves forward while preserving its shape. The model features that are verified include the upstream flow hydrograph boundary condition and water volume conservation and stability during wetting of cells. Leandro, J., Chen, A.S., and Schumann, A A 2D Parallel Diffusive Wave Model for Floodplain Inundation with Variable Time Step (P-DWave). Journal of Hydrology, [In Press]. 9

10 Model Setup Parameter Manning s roughness coefficient Current velocity Grid resolution Initial water surface elevation Governing equations 0.01 s/m 1/3 1 m/s 25 m 0 m Value Shallow Water Equations Diffusion Wave Equations Time step Implicit weighting factor Water surface tolerance Volume tolerance 10 s 1 (default) m (default) m (default) 10

11 Results and Discussion Comparison of analytical and computed water depth profiles at different times using the HEC-RAS Diffusion Wave Equation solver Water depth (m) Computed, 5 min Analytical, 5 min Computed, 20 min Analytical, 20 min Computed, 35 min Analytical, 35 min Computed, 50 min Analytical, 50 min Computed, 65 min Analytical, 65 min Distance (m) 11

12 Results and Discussion Comparison of analytical and computed water depth profiles at different times using the HEC-RAS Shallow Water Equation solver Water depth (m) Computed, 5 min Analytical, 5 min Computed, 20 min Analytical, 20 min Computed, 35 min Analytical, 35 min Computed, 50 min Analytical, 50 min Computed, 65 min Analytical, 65 min Distance (m) 12

13 Results and Discussion Comparison of analytical and computed current velocity profiles at different times using the HEC-RAS Diffusion Wave Equation solver Current Velocity (m/s) Computed, 5 min Analytical, 5 min Computed, 20 min Analytical, 20 min Computed, 35 min Analytical, 35 min Computed, 50 min Analytical, 50 min Computed, 65 min Analytical, 65 min Distance (m) 13

14 Results and Discussion Comparison of analytical and computed current velocity profiles at different times using the HEC-RAS Shallow Wave Equation solver Current Velocity (m/s) Computed, 5 min Analytical, 5 min Computed, 20 min Analytical, 20 min Computed, 35 min Analytical, 35 min Computed, 50 min Analytical, 50 min Computed, 65 min Analytical, 65 min Distance (m) 14

15 Results and Discussion The HEC-RAS results computed with both the SWE and DWE solvers agree well with the analytical solution. There are small discrepancies near the edge of the moving front. Both solvers produce leading edges that advance slightly faster than the analytical solution s. The face of the wetting front is very steep and is difficult for models to resolve. The DWE solver produces an overshoot of the current velocity slightly behind the leading flood wave, while the SWE undershoots in the same region. The water volume conservation computed for both runs less than (1x10 6 ) percent. 15

16 Surface Runoff in a 2D Geometry The purpose of the test case is to validate HEC-RAS for simulating surface runoff. The test case has spatially uniform but unsteady rainfall and a twodimensional geometry. Model results are compared with measured discharge data for three different unsteady precipitation events. Cea et. al. (2008). Hydrologic Forecasting of Fast Flood Events in Small Catchments with a 2D-SWE Model. Numerical model and experimental validation. In: World Water Congress 2008, 1 4 September 2008, Montpellier, France. 16

17 Test Facility 2m X 2.5m rectangular basin 3 stainless steel planes with 5% slopes 2 walls located to block flow and increase the time of concentration Rainfall is simulated with 100 nozzles in a grid over basin 17

18 Experimental Data Three rainfall events with different intensities and durations were run: 1. Case C1: 317 mm/hr for 45s 2. Case 2B: 320 mm/hr for 25s 4s stop 320 mm/hr for 25s 3. Case 2C: 328 mm/hr for 25s 7s stop 328 mm/hr for 25s 18

19 Model Setup 2 x 2 cm grid cells Manning s n = Initial Depth = Dry Time Step = s Theta = 0.60 Eddy Viscosity Coef. = 0.2 Shallow Water Equations (SWE) and Diffusion Wave Equations (DWE) were run. 19

20 Results and Discussion 20

21 Results and Discussion Case C1 Discharge (m 3 /s) Computed, SWE Computed, DWE Measured Rain Time (s) 21

22 Results and Discussion Case 2B Discharge (m 3 /s) Computed, SWE Computed, DWE Measured Rain Time (s) 22

23 Results and Discussion Case 2C Discharge (m 3 /s) Computed, SWE Computed, DWE Measured Rain Time (s) 23

24 Results and Discussion The Shallow Water Equations (SWE) performed very well on all three tests. The SWE model captures the rise, peak flow and time, as well as the fall compared to the observed hydrograph. The Diffusion Wave Equations (DWE) had too early of a rise, slightly higher peak flows, and too quick of a fall compared to the observed hydrograph. The experiment is very dynamic with sharp changes in fluid directions and velocities around the walls. 24

25 Channel with a Sudden Expansion Creating an Eddy Zone Computing the correct eddy zone requires modeling turbulence. In HEC-RAS, the turbulence terms are controlled with the eddy viscosity mixing coefficient (D T ). Xie, B.L. (1996). Experiment on Flow in a Sudden-expanded Channel. Technical report, Wuhan Univ., China. Reported in: Wu et. al. (2004). Comparison of Five Depth-averaged 2-D Turbulence Models for River Flows. Archives of Hydro-Engineering and Env. Mech., 51(2),

26 Full 2D Depth-averaged (Saint Venant or Shallow Water) Equations To make pretty 2D pictures you need to solve these equations. huu tt hvv tt where, + xx huu2 + ggh2 2 + huu + xx huuuu + yy hvv2 + ggh2 2 SS ffff = nnuu UU2 + VV 2 CC 2 0 h 4 3 SS ffff = nnvv UU2 + VV 2 CC 2 0 h 4 3 hvv + = 0 + yy huuuu = ggg SS oooo + SS ffff + TT xxxx = ggg SS oooo + SS ffff + TT xxxx SS oooo = zz bb + TT xxxx + TT yyyy SS oooo = zz bb huu TT xxxx = 2νν tt xx and, νν tt = DD TT ff h, UU, VV TT xxxx = νν tt huu hvv + yy TT yyyy = 2νν tt hvv yy 26

27 Test Facility Rect. channel (B u = 0.6 m ; B d = 1.2 m) n = (cement) S 0 = Q = cms = cfs 0.6 m Flow 1.2 m 18 m 27

28 Experimental Data (Velocity Transects) X=0 m X=2 m X=4 m L exp 4.6 m X=1 m X=3 m X=5 m 28

29 Model Setup Mesh cell size: dx = 0.05 m Computation time step: dt = s, Cr = Vdt/dx 1 n = (concrete) D T = 0.55, eddy viscosity coefficient (0.1 < D T < 5, from RAS 2D User s Manual) S 0 = 0 BC: Q u = cms ; h d = 0.1 m Full shallow water equations Q u = cms h d = 0.1 m 29

30 Results (Baseline Eddy Zone) D T = 0.55, eddy viscosity coefficient L RAS matches experimental reattachment length L RAS = L exp 4.6 m L RAS 4.6 m Vmag (m/s)

31 Results (Baseline Velocity Profiles) X=0 m X=2 m X=4 m L exp 4.6 m X=1 m X=3 m X=5 m 31

32 Sensitivity Test (Vary D T, Eddy Viscosity Coefficient) Reattachment length is dependent on D T Increasing D T reduces L RAS D T =0.0 L RAS 5.3 m D T =0.55 L RAS 4.6 m Vmag (m/s) D T = L RAS 4.0 m 32

33 Results Summary Computed eddy zone reattachment length matches experimental length (with D T = 0.55). Computed transverse velocity profiles closely match experimental profiles. This is an interesting test case because it requires modeling turbulence. 33

34 Subcritical Flow in a Converging Channel Based on specified stage boundary conditions (BCs), HEC-RAS computes the flow and water surface profile (WSP) through the channel contraction. Coles, D. and Shintaku, T. (1943). Experimental Relation between Sudden Wall Angle Changes and Standing Waves in Supercritical Flow. B.S. Thesis Lehigh University, Bethlehem, PA. Reported in: Ippen, A. and Dawson, J. (1951). Design of Channel Contractions. Symposium on High-velocity Flow in Open Channels, Transactions ASCE, vol. 116,

35 Test Facility Rect. channel (B u = 2 ft ; B d = 1 ft) Straight-walled contraction (L = 4.75 ft ; θ = 6 ) n 0.01 (cement and plaster) S 0 0 Q = 1.45 cfs 35

36 Experimental Data (Depth Contours and Flow) Subcritical upstream flow accelerates though the contraction (velocity increases and depth decreases). F 0.32 V 1.3 fps F 1 Inlet conditions: 36

37 Model Setup Mesh cell size: dx = 0.1 ft Computation time step: dt = s, Cr = Vdt/dx 1 n = 0.01 S 0 = 0 BC: h u = 0.55 ft ; h d = 0.36 ft Full shallow water equations HEC-RAS computes flow, based on specified stage BCs h u =0.55 ft h d =0.36 ft 1 ft 4.75 ft 1 ft 37

38 Results (Baseline WSP and Flow) WSP RAS slightly below measured profile Q RAS = 1.34 cfs < Q exp =1.45 cfs ( 7% difference) Depth (ft)

39 Results (Baseline Velocity) Computed velocity increases through contraction V u = 1.2 ft/s ; V d = 3.7 ft/s Velocity (fps)

40 Sensitivity Test (Slightly Increase Upstream Depth BC) Increase h u from 0.55 ft to 0.58 ft, by 0.03 ft (0.36 in) Now, Q RAS = Q exp = 1.45 cfs h u =0.58 h u =0.55 Q RAS =1.45 cfs Q RAS =1.34 cfs 40

41 Results Summary Computed results show the proper trends (increasing velocity and decreasing depth). Computed WSP is slightly lower than the measured data (maximum difference 7%). The computed flow is slightly lower than the measured flow. This is an interesting test case because HEC-RAS must compute the flow based on specified stage BCs. 41

42 Questions? Tom Molls: Gary Brunner: Presentation available at: 42

43 Backup slides 43

44 Short Introduction 1-D and 2-D 44

45 HEC-RAS v4.1 (SAs are Bathtubs and Channels are 1-D) 45

46 HEC-RAS v5.0 (Gridded SAs are Smart Bathtubs and Channels can be 2-D as well) 46

47 Results in RAS mapper Water pooling in 1-D SA Overland flow in 2-D flow area 47

48 Full 2D Depth-averaged (Saint Venant or Shallow Water) Equations To make pretty 2D pictures you need to solve these equations. huu tt hvv tt where, + xx huu2 + ggh2 2 + huu + xx huuuu + yy hvv2 + ggh2 2 SS ffff = nnuu UU2 + VV 2 CC 2 0 h 4 3 SS ffff = nnvv UU2 + VV 2 CC 2 0 h 4 3 hvv + = 0 + yy huuuu = ggg SS oooo + SS ffff + TT xxxx = ggg SS oooo + SS ffff + TT xxxx SS oooo = zz bb + TT xxxx + TT yyyy SS oooo = zz bb huu TT xxxx = 2νν tt xx and, νν tt = DD TT ff h, UU, VV TT xxxx = νν tt huu hvv + yy TT yyyy = 2νν tt hvv yy 48

49 Approximate 2-D Depth-averaged (Diffusive Wave) Equations Neglect convective acceleration terms. huu tt hvv tt where, 0 + xx huu2 + ggh2 2 0 huu + + xx huuuu + yy hvv2 + ggh2 2 hvv + = 0 + yy huuuu = ggg SS oooo + SS ffff + TT xxxx 0 0 = ggg SS oooo + SS ffff + TT xxxx + TT xxxx + TT yyyy SS ffff = nnuu UU2 + VV 2 CC 2 h 4 3 SS ffff = nnvv UU2 + VV 2 CC 2 h 4 3 SS oooo = zz bb SS oooo = zz bb TT xxxx = 2νν tt huu xx TT xxxx = νν tt huu hvv + yy TT yyyy = 2νν tt hvv yy 49

HEC-RAS v5.0: 2-D applications

HEC-RAS v5.0: 2-D applications HEC-RAS v5.0: 2-D applications Tom Molls, Will Sicke, Holly Canada, Mike Konieczki, Ric McCallan David Ford Consulting Engineers, Inc. Sacramento, CA September 10, 2015: Palm Springs FMA conference What

More information

Open Channel Flow Part 2. Ch 10 Young, notes, handouts

Open Channel Flow Part 2. Ch 10 Young, notes, handouts Open Channel Flow Part 2 Ch 10 Young, notes, handouts Uniform Channel Flow Many situations have a good approximation d(v,y,q)/dx=0 Uniform flow Look at extended Bernoulli equation Friction slope exactly

More information

Open Channel Flow I - The Manning Equation and Uniform Flow COURSE CONTENT

Open Channel Flow I - The Manning Equation and Uniform Flow COURSE CONTENT Open Channel Flow I - The Manning Equation and Uniform Flow Harlan H. Bengtson, PhD, P.E. COURSE CONTENT 1. Introduction Flow of a liquid may take place either as open channel flow or pressure flow. Pressure

More information

Hydraulics Part: Open Channel Flow

Hydraulics Part: Open Channel Flow Hydraulics Part: Open Channel Flow Tutorial solutions -by Dr. K.N. Dulal Uniform flow 1. Show that discharge through a channel with steady flow is given by where A 1 and A 2 are the sectional areas of

More information

Two-Dimensional Simulation of Truckee River Hydrodynamics

Two-Dimensional Simulation of Truckee River Hydrodynamics Two-Dimensional Simulation of Truckee River Hydrodynamics by Stephen H. Scott PURPOSE: The purpose of this Coastal and Hydraulics Engineering Technical Note (CHETN) is to demonstrate the use of multidimensional

More information

P10.5 Water flows down a rectangular channel that is 4 ft wide and 3 ft deep. The flow rate is 15,000 gal/min. Estimate the Froude number of the flow.

P10.5 Water flows down a rectangular channel that is 4 ft wide and 3 ft deep. The flow rate is 15,000 gal/min. Estimate the Froude number of the flow. P10.5 Water flows down a rectangular channel that is 4 ft wide and ft deep. The flow rate is 15,000 gal/min. Estimate the Froude number of the flow. Solution: Convert the flow rate from 15,000 gal/min

More information

We will assume straight channels with simple geometries (prismatic channels) and steady state flow (in time).

We will assume straight channels with simple geometries (prismatic channels) and steady state flow (in time). 56 Review Drag & Lift Laminar vs Turbulent Boundary Layer Turbulent boundary layers stay attached to bodies longer Narrower wake! Lower pressure drag! 8. Open-Channel Flow Pipe/duct flow closed, full,

More information

Numerical Simulation of Rapidly Varied Water Flow in the Wild River Type Water Slide

Numerical Simulation of Rapidly Varied Water Flow in the Wild River Type Water Slide Archives of Hydro-Engineering and Environmental Mechanics Vol. 50 (2003), No. 1, pp. 3 23 Numerical Simulation of Rapidly Varied Water Flow in the Wild River Type Water Slide Kazimierz Burzyński, Michał

More information

CIVL4120/7020 Advanced open channel hydraulics and design - Tutorial (1) Unsteady open channel flows

CIVL4120/7020 Advanced open channel hydraulics and design - Tutorial (1) Unsteady open channel flows School of Civil Engineering at the University of Queensland CIVL4120/7020 Advanced open channel hydraulics and design - Tutorial (1) Unsteady open channel flows Attendance to tutorials is very strongly

More information

OPEN CHANNEL FLOW. One-dimensional - neglect vertical and lateral variations in velocity. In other words, Q v = (1) A. Figure 1. One-dimensional Flow

OPEN CHANNEL FLOW. One-dimensional - neglect vertical and lateral variations in velocity. In other words, Q v = (1) A. Figure 1. One-dimensional Flow OPEN CHANNEL FLOW Page 1 OPEN CHANNEL FLOW Open Channel Flow (OCF) is flow with one boundary exposed to atmospheric pressure. The flow is not pressurized and occurs because of gravity. Flow Classification

More information

3D Numerical Simulation of Supercritical Flow in Bends of Channel

3D Numerical Simulation of Supercritical Flow in Bends of Channel 3D Numerical Simulation of Supercritical Flow in Bends of Channel Masoud. Montazeri-Namin, Reyhaneh-Sadat. Ghazanfari-Hashemi, and Mahnaz. Ghaeini- Hessaroeyeh Abstract An attempt has been made to simulate

More information

Flood Routing by the Non-Linear Muskingum Model: Conservation of Mass and Momentum

Flood Routing by the Non-Linear Muskingum Model: Conservation of Mass and Momentum Archives of Hydro-Engineering and Environmental Mechanics Vol. 56 (29), No. 3 4, pp. 121 137 IBW PAN, ISSN 1231 3726 Flood Routing by the Non-Linear Muskingum Model: Conservation of Mass and Momentum Dariusz

More information

3.2 CRITICAL DEPTH IN NONRECTANGULAR CHANNELS AND OCCUR- RENCE OF CRITICAL DEPTH

3.2 CRITICAL DEPTH IN NONRECTANGULAR CHANNELS AND OCCUR- RENCE OF CRITICAL DEPTH 3.2 CRITICAL DEPTH IN NONRECTANGULAR CHANNELS AND OCCUR- RENCE OF CRITICAL DEPTH Critical Depth in Non-Rectangular Channels Consider an irregular channel: da w dd dd d Specific energy is defined as: E

More information

Introduction to BASEMENT Basic Simulation Environment for Computation of Environmental Flow and Natural Hazard Simulation

Introduction to BASEMENT Basic Simulation Environment for Computation of Environmental Flow and Natural Hazard Simulation Introduction to BASEMENT Basic Simulation Environment for Computation of Environmental Flow and Natural Hazard Simulation Numerical Hydraulics Autumn semester 2016 Prof. Dr. Markus Holzner Author: Pascal

More information

Hydraulics for Urban Storm Drainage

Hydraulics for Urban Storm Drainage Urban Hydraulics Hydraulics for Urban Storm Drainage Learning objectives: understanding of basic concepts of fluid flow and how to analyze conduit flows, free surface flows. to analyze, hydrostatic pressure

More information

Numerical Hydraulics

Numerical Hydraulics ETH Zurich, Fall 2017 Numerical Hydraulics Assignment 2 Numerical solution of shallow water wave propagation (www.surfertoday.com) 1 Introduction 1.1 Equations Understanding the propagation of shallow

More information

NPTEL Quiz Hydraulics

NPTEL Quiz Hydraulics Introduction NPTEL Quiz Hydraulics 1. An ideal fluid is a. One which obeys Newton s law of viscosity b. Frictionless and incompressible c. Very viscous d. Frictionless and compressible 2. The unit of kinematic

More information

Department of Hydro Sciences, Institute for Urban Water Management. Urban Water

Department of Hydro Sciences, Institute for Urban Water Management. Urban Water Department of Hydro Sciences, Institute for Urban Water Management Urban Water 1 Global water aspects Introduction to urban water management 3 Basics for systems description 4 Water transport 5 Matter

More information

STREAM RESTORATION AWRA Summer Specialty Conference, GIS and Water Resources IX

STREAM RESTORATION AWRA Summer Specialty Conference, GIS and Water Resources IX STREAM RESTORATION 2016 AWRA Summer Specialty Conference, GIS and Water Resources IX Innovative Use of 2D Hydraulic Modeling in Stream Restoration Design Presented by: Li Gao, PE and Robert Scrafford,

More information

Results of the Sava River Model

Results of the Sava River Model Results of the Sava River Model Jamie G. James, P.E. Nashville District September 2010 US Army Corps of Engineers BUILDING STRONG Discussion Outline Study Goals Model Limitations HEC-RAS Model Results

More information

Dr. Muhammad Ali Shamim ; Internal 652

Dr. Muhammad Ali Shamim ; Internal 652 Dr. Muhammad Ali Shamim ali.shamim@uettaxila.edu.pk 051-904765; Internal 65 Channel Tranistions A channel transition is defined as change in channel cross section e.g. change in channel width and/or channel

More information

EFFECT OF SPATIAL AND TEMPORAL DISCRETIZATIONS ON THE SIMULATIONS USING CONSTANT-PARAMETER AND VARIABLE-PARAMETER MUSKINGUM METHODS

EFFECT OF SPATIAL AND TEMPORAL DISCRETIZATIONS ON THE SIMULATIONS USING CONSTANT-PARAMETER AND VARIABLE-PARAMETER MUSKINGUM METHODS INDIAN INSTITUTE OF TECHNOLOGY ROORKEE EFFECT OF SPATIAL AND TEMPORAL DISCRETIZATIONS ON THE SIMULATIONS USING CONSTANT-PARAMETER AND VARIABLE-PARAMETER MUSKINGUM METHODS Muthiah Perumal and C. Madhusudana

More information

UPPER COSUMNES RIVER FLOOD MAPPING

UPPER COSUMNES RIVER FLOOD MAPPING UPPER COSUMNES RIVER FLOOD MAPPING DRAFT BASIC DATA NARRATIVE FLOOD INSURANCE STUDY SACRAMENTO COUTY, CALIFORNIA Community No. 060262 November 2008 Prepared By: CIVIL ENGINEERING SOLUTIONS, INC. 1325 Howe

More information

Hydromechanics: Course Summary

Hydromechanics: Course Summary Hydromechanics: Course Summary Hydromechanics VVR090 Material Included; French: Chapters to 9 and 4 + Sample problems Vennard & Street: Chapters 8 + 3, and (part of it) Roberson & Crowe: Chapter Collection

More information

Application of the Muskingum-Cunge method for dam break flood routing F. Macchione Dipartimento di Difesa del Suolo, Universita delta Calabria,

Application of the Muskingum-Cunge method for dam break flood routing F. Macchione Dipartimento di Difesa del Suolo, Universita delta Calabria, Application of the Muskingum-Cunge method for dam break flood routing F. Macchione Dipartimento di Difesa del Suolo, Universita delta Calabria, Abstract This paper deals with the application of the Muskingum-Cunge

More information

Some Benchmark Simulations for Flash Flood Modelling

Some Benchmark Simulations for Flash Flood Modelling Some Benchmark Simulations for Flash Flood Modelling Ekkehard Holzbecher, Ahmed Hadidi German Univ. of Technology in Oman (GUtech) E-mail: ekkehard.holzbecher@gutech.edu.om Flash Floods Rapid flooding

More information

Modelling of flow and sediment transport in rivers and freshwater deltas Peggy Zinke

Modelling of flow and sediment transport in rivers and freshwater deltas Peggy Zinke 1 Modelling of flow and sediment transport in rivers and freshwater deltas Peggy Zinke with contributions from Norwegian and international project partners 2 Outline 1. Introduction 2. Basic ideas of flow

More information

Q = α n AR2/3 h S1/2 0. bd 2d + b d if b d. 0 = ft1/3 /s

Q = α n AR2/3 h S1/2 0. bd 2d + b d if b d. 0 = ft1/3 /s CEE 330 Open Channel Flow, Nov., 00 7 8.8 Review Open Channel Flow Gravity friction balance. In general we take an energy equation approach. y Uniform Flow x = 0 z = S 0L = h f where we could find h f

More information

Pressure Head: Pressure head is the height of a column of water that would exert a unit pressure equal to the pressure of the water.

Pressure Head: Pressure head is the height of a column of water that would exert a unit pressure equal to the pressure of the water. Design Manual Chapter - Stormwater D - Storm Sewer Design D- Storm Sewer Sizing A. Introduction The purpose of this section is to outline the basic hydraulic principles in order to determine the storm

More information

Open Channel Hydraulics I - Uniform Flow

Open Channel Hydraulics I - Uniform Flow PDHonline Course H138 (2 PDH) Open Channel Hydraulics I - Uniform Flow Instructor: Harlan H. Bengtson, Ph.D., PE 2012 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA 22030-6658 Phone & Fax:

More information

NUMERICAL SIMULATION OF OPEN CHANNEL FLOW BETWEEN BRIDGE PIERS

NUMERICAL SIMULATION OF OPEN CHANNEL FLOW BETWEEN BRIDGE PIERS TASK QUARTERLY 15 No 3 4, 271 282 NUMERICAL SIMULATION OF OPEN CHANNEL FLOW BETWEEN BRIDGE PIERS MICHAŁ SZYDŁOWSKI Faculty of Civil and Environmental Engineering, Gdansk University of Technology, Narutowicza

More information

This file was downloaded from Telemark Open Research Archive TEORA -

This file was downloaded from Telemark Open Research Archive TEORA - This file was downloaded from Telemark Open Research Archive TEORA - http://teora.hit.no/dspace/ Title: Numerical solution of the Saint Venant equation for Non-Newtonian fluid. Authors: Agu, C. E., & Lie,

More information

CIE4491 Lecture. Hydraulic design

CIE4491 Lecture. Hydraulic design CIE4491 Lecture. Hydraulic design Marie-claire ten Veldhuis 19-9-013 Delft University of Technology Challenge the future Hydraulic design of urban stormwater systems Focus on sewer pipes Pressurized and

More information

Summary of Hydraulic and Sediment-transport. Analysis of Residual Sediment: Alternatives for the San Clemente Dam Removal/Retrofit Project,

Summary of Hydraulic and Sediment-transport. Analysis of Residual Sediment: Alternatives for the San Clemente Dam Removal/Retrofit Project, Appendix N SUMMARY OF HYDRAULIC AND SEDIMENT-TRANSPORT ANALYSIS OF RESIDUAL SEDIMENT: ALTERNATIVES FOR THE SAN CLEMENTE DAM REMOVAL/RETROFIT PROJECT, CALIFORNIA the San Clemente Dam Removal/Retrofit Project,

More information

Beaver Creek Corridor Design and Analysis. By: Alex Previte

Beaver Creek Corridor Design and Analysis. By: Alex Previte Beaver Creek Corridor Design and Analysis By: Alex Previte Overview Introduction Key concepts Model Development Design Accuracy Conclusion Refresh v = Beaver Creek Site = Wittenberg Introduction Low head

More information

Better estimation of Flood Wave Propagation Time in Meandering Reaches by using 2D-modelling

Better estimation of Flood Wave Propagation Time in Meandering Reaches by using 2D-modelling Better estimation of Flood Wave Propagation Time in Meandering Reaches by using 2D-modelling J. Persson M. Jewert N. Isaksson Norconsult AB, Sweden Norconsult AB, Sweden Fortum Generation AB, Sweden ABSTRACT

More information

!"#$%&&'()*+#$%(,-./0*)%(!

!#$%&&'()*+#$%(,-./0*)%(! 8:30 Sign in Hoosic River Revival Coalition!"#$%&&'()*+#$%(,-./0*)%(! 12-#30+4/#"5-(60 9:00 Welcome and Introductions 9:15 Goals for Today s Program: A Description of the Planning Process 9:30 First Session:

More information

Block 3 Open channel flow

Block 3 Open channel flow Numerical Hydraulics Block 3 Open channel flow Markus Holzner Contents of the course Block 1 The equations Block Computation of pressure surges Block 3 Open channel flow (flow in rivers) Block 4 Numerical

More information

Numerical Limitations of Hydraulic Models

Numerical Limitations of Hydraulic Models 34 th IAHR World Congress - Balance and Uncertainty 26 June - 1 July 2011, Brisbane, Australia 33 rd Hydrology & Water Resources Symposium 10 th Hydraulics Conference Numerical Limitations of Hydraulic

More information

D. MATHEMATICAL MODEL AND SIMULATION

D. MATHEMATICAL MODEL AND SIMULATION D. MATHEMATICAL MODEL AND SIMULATION D - i TABLE OF CONTENTS D.1 Objective of Model Development... D - 1 D.2 Selection of Software... D - 1 D.3 General Steps of Simulation by MOUSE... D - 1 D.4 Cases of

More information

Advanced Hydraulics Prof. Dr. Suresh A. Kartha Department of Civil Engineering Indian Institute of Technology, Guwahati

Advanced Hydraulics Prof. Dr. Suresh A. Kartha Department of Civil Engineering Indian Institute of Technology, Guwahati Advanced Hydraulics Prof. Dr. Suresh A. Kartha Department of Civil Engineering Indian Institute of Technology, Guwahati Module - 2 Uniform Flow Lecture - 1 Introduction to Uniform Flow Good morning everyone,

More information

United States Army Corps of Engineers Engineering Manual EM

United States Army Corps of Engineers Engineering Manual EM United States Army Corps of Engineers Engineering Manual EM 1110-2-1601 1 Chapter 2 Open Channel Hydraulic Theory 2 Open Channel Hydraulic Theory Physical Hydraulic Elements Hydraulic Design Aspects Flow

More information

THE HYDRAULIC PERFORMANCE OF ORIENTED SPUR DIKE IMPLEMENTATION IN OPEN CHANNEL

THE HYDRAULIC PERFORMANCE OF ORIENTED SPUR DIKE IMPLEMENTATION IN OPEN CHANNEL Tenth International Water Technology Conference, IWTC10 2006, Alexandria, Egypt 281 THE HYDRAULIC PERFORMANCE OF ORIENTED SPUR DIKE IMPLEMENTATION IN OPEN CHANNEL Karima Attia 1 and Gamal El Saied 2 1

More information

DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING Urban Drainage: Hydraulics. Solutions to problem sheet 2: Flows in open channels

DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING Urban Drainage: Hydraulics. Solutions to problem sheet 2: Flows in open channels DEPRTMENT OF CIVIL ND ENVIRONMENTL ENGINEERING Urban Drainage: Hydraulics Solutions to problem sheet 2: Flows in open channels 1. rectangular channel of 1 m width carries water at a rate 0.1 m 3 /s. Plot

More information

Vegetation effects on river hydraulics. Johannes J. (Joe) DeVries David Ford Consulting Engineers, Inc. Sacramento, CA

Vegetation effects on river hydraulics. Johannes J. (Joe) DeVries David Ford Consulting Engineers, Inc. Sacramento, CA Vegetation effects on river hydraulics Johannes J. (Joe) DeVries David Ford Consulting Engineers, Inc. Sacramento, CA jjdevries@ford-consulting.com SAC05 D2P31 RM 99.0L VIEW UPSTREAM AT UPSTREAM END DWR

More information

Hydraulics of bendway weirs

Hydraulics of bendway weirs River Basin Management IV 389 Hydraulics of bendway weirs C. Thornton 1, S. Abt 1, D. Baird 2 & R. Padilla 3 1 Colorado State University, Fort Collins, CO, USA 2 U.S. Bureau of Reclamation, Denver, CO,

More information

OPEN CHANNEL FLOW. Computer Applications. Numerical Methods and. Roland Jeppson. CRC Press UNIVERSITATSB'BUOTHEK TECHNISCHE. INFORMATlONSBiBUOTHEK

OPEN CHANNEL FLOW. Computer Applications. Numerical Methods and. Roland Jeppson. CRC Press UNIVERSITATSB'BUOTHEK TECHNISCHE. INFORMATlONSBiBUOTHEK OPEN CHANNEL FLOW Numerical Methods and Computer Applications Roland Jeppson TECHNISCHE INFORMATlONSBiBUOTHEK UNIVERSITATSB'BUOTHEK HANNOVER Si. i. CRC Press Taylor &.Francis Group Boca Raton London New

More information

Simulation of Transcritical Flow in Hydraulic structures

Simulation of Transcritical Flow in Hydraulic structures Simulation of Transcritical Flow in Hydraulic structures Cornelius E Agu 1 Geir Elseth Bernt Lie 3 1,3 Faculty of Technology, Telemark University College, Norway, {corneliuseagu,berntlie}@hitno Statoil

More information

IMPLICIT NUMERICAL SCHEME FOR REGULATING UNSTEADY FLOW IN OPEN CHANNEL Mohamed. T. Shamaa 1, and Hmida M. Karkuri 2

IMPLICIT NUMERICAL SCHEME FOR REGULATING UNSTEADY FLOW IN OPEN CHANNEL Mohamed. T. Shamaa 1, and Hmida M. Karkuri 2 IMPLICIT NUMERICAL SCHEME FOR REGULATING UNSTEADY FLOW IN OPEN CHANNEL Mohamed. T. Shamaa 1, and Hmida M. Karkuri 2 1 Associated Professor, Irrigation and Hydraulic Department, College of Technical Engineering,

More information

THE EFFECT OF THICKNESS OF PILLAR IN THE CHANNEL BEND TO CHANGES THE COEFFICIENT OF SUPERELEVATION

THE EFFECT OF THICKNESS OF PILLAR IN THE CHANNEL BEND TO CHANGES THE COEFFICIENT OF SUPERELEVATION Journal Engineering Science and Technology Vol. 11, No. 5 (2016) 745-754 School Engineering, Taylor s University THE EFFECT OF THICKNESS OF PILLAR IN THE CHANNEL BEND TO CHANGES THE COEFFICIENT OF SUPERELEVATION

More information

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. PART PLANT YATES ASH POND 2 (AP-2) GEORGIA POWER COMPANY

INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. PART PLANT YATES ASH POND 2 (AP-2) GEORGIA POWER COMPANY INFLOW DESIGN FLOOD CONTROL SYSTEM PLAN 40 C.F.R. PART 257.82 PLANT YATES ASH POND 2 (AP-2) GEORGIA POWER COMPANY EPA s Disposal of Coal Combustion Residuals from Electric Utilities Final Rule (40 C.F.R.

More information

Closed duct flows are full of fluid, have no free surface within, and are driven by a pressure gradient along the duct axis.

Closed duct flows are full of fluid, have no free surface within, and are driven by a pressure gradient along the duct axis. OPEN CHANNEL FLOW Open channel flow is a flow of liquid, basically water in a conduit with a free surface. The open channel flows are driven by gravity alone, and the pressure gradient at the atmospheric

More information

Predictions on arrival times of water of the St. Francis dam break flood using ANUGA

Predictions on arrival times of water of the St. Francis dam break flood using ANUGA 20th International Congress on Modelling and Simulation, Adelaide, Australia, 1 6 December 2013 www.mssanz.org.au/modsim2013 Predictions on arrival times of water of the St. Francis dam break flood using

More information

On variational data assimilation for 1D and 2D fluvial hydraulics

On variational data assimilation for 1D and 2D fluvial hydraulics On variational data assimilation for D and D fluvial hydraulics I. Gejadze, M. Honnorat, FX Le Dimet, and J. Monnier LJK - MOISE project-team, Grenoble, France. Contact: Jerome.Monnier@imag.fr Civil Engineering

More information

Closed duct flows are full of fluid, have no free surface within, and are driven by a pressure gradient along the duct axis.

Closed duct flows are full of fluid, have no free surface within, and are driven by a pressure gradient along the duct axis. OPEN CHANNEL FLOW Open channel flow is a flow of liquid, basically water in a conduit with a free surface. The open channel flows are driven by gravity alone, and the pressure gradient at the atmospheric

More information

Engineering Hydrology (ECIV 4323) CHAPTER FOUR. Stream flow measurement. Instructors: Dr. Yunes Mogheir Dr. Ramadan Al Khatib

Engineering Hydrology (ECIV 4323) CHAPTER FOUR. Stream flow measurement. Instructors: Dr. Yunes Mogheir Dr. Ramadan Al Khatib Engineering Hydrology (ECIV 4323) CHAPTER FOUR Stream flow measurement Instructors: Dr. Yunes Mogheir Dr. Ramadan Al Khatib -١ 4.1 Introduction - Surface water hydrology deals with the movement of water

More information

Comparison of Average Energy Slope Estimation Formulas for One-dimensional Steady Gradually Varied Flow

Comparison of Average Energy Slope Estimation Formulas for One-dimensional Steady Gradually Varied Flow Archives of Hydro-Engineering and Environmental Mechanics Vol. 61 (2014), No. 3 4, pp. 89 109 DOI: 10.1515/heem-2015-0006 IBW PAN, ISSN 1231 3726 Comparison of Average Energy Slope Estimation Formulas

More information

Guo, James C.Y. (1999). "Critical Flow Section in a Collector Channel," ASCE J. of Hydraulic Engineering, Vol 125, No. 4, April.

Guo, James C.Y. (1999). Critical Flow Section in a Collector Channel, ASCE J. of Hydraulic Engineering, Vol 125, No. 4, April. Guo, James C.Y. (1999). "Critical Flow Section in a Collector Channel," ASCE J. of Hydraulic Engineering, Vol 15, No. 4, April. CRITICAL FLOW SECTION IN A COLLECTOR CHANNEL By James C.Y. Guo, PhD, P.E.

More information

1.060 Engineering Mechanics II Spring Problem Set 8

1.060 Engineering Mechanics II Spring Problem Set 8 1.060 Engineering Mechanics II Spring 2006 Due on Monday, May 1st Problem Set 8 Important note: Please start a new sheet of paper for each problem in the problem set. Write the names of the group members

More information

The most important equation to describe the water balance of a reservoir is the water balance: Equation 3.1

The most important equation to describe the water balance of a reservoir is the water balance: Equation 3.1 3 FLOOD PROPAGATION 3.1 Reservoir routing The most important equation to describe the water balance of a reservoir is the water balance: ds = I Q + A P E dt ( ) In finite differences form this equation

More information

Hydraulics Prof. Dr. Arup Kumar Sarma Department of Civil Engineering Indian Institute of Technology, Guwahati

Hydraulics Prof. Dr. Arup Kumar Sarma Department of Civil Engineering Indian Institute of Technology, Guwahati Hydraulics Prof. Dr. Arup Kumar Sarma Department of Civil Engineering Indian Institute of Technology, Guwahati Module No. # 04 Gradually Varied Flow Lecture No. # 07 Rapidly Varied Flow: Hydraulic Jump

More information

Flash Flood Flash Flood Forecasting and Early Warning System (FFEWS)

Flash Flood Flash Flood Forecasting and Early Warning System (FFEWS) Stakeholder Workshop of Haor Area Livelihoods Improvement Project (HALIP) 15 January 2016, Sunamganj, Bangladesh Flash Flood Flash Flood Forecasting and Early Warning System (FFEWS) BUET Study Team Prof

More information

Leveraging new models and data to improve flood stage forecast. Improving Flood Stage Forecasting in the Feather River Watershed. September 11 th 2015

Leveraging new models and data to improve flood stage forecast. Improving Flood Stage Forecasting in the Feather River Watershed. September 11 th 2015 Leveraging new models and data to improve flood stage forecast Improving Flood Stage Forecasting in the Feather River Watershed September 11 th 2015 Mitch Russo, P.E. (DWR) Ashok Bathulla, P.E., CFM (GEI)

More information

Prediction of landslide-induced debris flow hydrograph: the Atsumari debris flow disaster in Japan

Prediction of landslide-induced debris flow hydrograph: the Atsumari debris flow disaster in Japan Monitoring, Simulation, Prevention and Remediation of Dense and Debris Flows 27 Prediction of landslide-induced debris flow hydrograph: the Atsumari debris flow disaster in Japan H. Takaoka 1, H. Hashimoto

More information

9. Flood Routing. chapter Two

9. Flood Routing. chapter Two 9. Flood Routing Flow routing is a mathematical procedure for predicting the changing magnitude, speed, and shape of a flood wave as a function of time at one or more points along a watercourse (waterway

More information

CRITERIA FOR THE CHOICE OF FLOOD ROUTING METHODS IN

CRITERIA FOR THE CHOICE OF FLOOD ROUTING METHODS IN Criteria for the choice of flood routing methods in natural... CRITERIA FOR THE CHOICE OF FLOOD ROUTING METHODS IN NATURAL CHANNELS WITH OVERBANK FLOWS Roger Moussa 1 Abstract: The classification of river

More information

Chapter 4: Non uniform flow in open channels

Chapter 4: Non uniform flow in open channels Chapter 4: Non uniform flow in open channels Learning outcomes By the end of this lesson, students should be able to: Relate the concept of specific energy and momentum equations in the effect of change

More information

How Wrong is Your Flood Model? Bill Syme, Senior Principal, BMT Water & Environment

How Wrong is Your Flood Model? Bill Syme, Senior Principal, BMT Water & Environment How Wrong is Your Flood Model? Bill Syme, Senior Principal, BMT Water & Environment Always! Really Accurate How Accurate is my Model? Sufficiently Accurate Young Modeller (or Salesperson!) Old Modeller

More information

Turbulence is a ubiquitous phenomenon in environmental fluid mechanics that dramatically affects flow structure and mixing.

Turbulence is a ubiquitous phenomenon in environmental fluid mechanics that dramatically affects flow structure and mixing. Turbulence is a ubiquitous phenomenon in environmental fluid mechanics that dramatically affects flow structure and mixing. Thus, it is very important to form both a conceptual understanding and a quantitative

More information

Transactions on Modelling and Simulation vol 10, 1995 WIT Press, ISSN X

Transactions on Modelling and Simulation vol 10, 1995 WIT Press,  ISSN X A new Crank-Nicholson algorithm for solving the diffusive wave flood routing equation along a complex channel network R. Moussa," C. BouquilW* " Institut National de la Recherche Agronomique, 34060 Montpellier,

More information

Calibration of Manning s Friction Factor for Rivers in Iraq Using Hydraulic Model (Al-Kufa River as Case study)

Calibration of Manning s Friction Factor for Rivers in Iraq Using Hydraulic Model (Al-Kufa River as Case study) Calibration of Manning s Friction Factor for Rivers in Iraq Using Hydraulic Model (Al-Kufa River as Case study) Luay Kadhim Hameed, Civil Engineering Dept./ University of Kufa Hayder Sami Mohammed, Structure

More information

City of Thornton Attn: Tim Semones Development Engineeering 9500 Civic Center Dr. Thornton, CO 80229

City of Thornton Attn: Tim Semones Development Engineeering 9500 Civic Center Dr. Thornton, CO 80229 Development Engineering Land Surveying Construction Administration District Services October 20, 2017 City of Thornton Attn: Tim Semones Development Engineeering 9500 Civic Center Dr. Thornton, CO 80229

More information

NUMERICAL MODEL FOR MOVABLE BED AS A TOOL FOR THE SIMULATION OF THE RIVER EROSION A CASE STUDY

NUMERICAL MODEL FOR MOVABLE BED AS A TOOL FOR THE SIMULATION OF THE RIVER EROSION A CASE STUDY NUMERICAL MODEL FOR MOVABLE BED AS A TOOL FOR THE SIMULATION OF THE RIVER EROSION A CASE STUDY Solichin 1 Abstract: A serious erosion problem takes place in Cipamingkis River in west Java, Indonesia. As

More information

Validation 3. Laminar Flow Around a Circular Cylinder

Validation 3. Laminar Flow Around a Circular Cylinder Validation 3. Laminar Flow Around a Circular Cylinder 3.1 Introduction Steady and unsteady laminar flow behind a circular cylinder, representing flow around bluff bodies, has been subjected to numerous

More information

HYDRAULIC MODELLING OF NENJIANG RIVER FLOODPLAIN IN NORTHEAST CHINA

HYDRAULIC MODELLING OF NENJIANG RIVER FLOODPLAIN IN NORTHEAST CHINA HYDRAULIC MODELLING OF NENJIANG RIVER FLOODPLAIN IN NORTHEAST CHINA Xiao Fei MEE08181 Supervisor: A.W. Jayawardena ABSTRACT In 1998, the worst flood recorded for over 200 years hit the Songhua River Basin

More information

CEE 3310 Open Channel Flow, Nov. 26,

CEE 3310 Open Channel Flow, Nov. 26, CEE 3310 Open Channel Flow, Nov. 6, 018 175 8.10 Review Open Channel Flow Gravity friction balance. y Uniform Flow x = 0 z = S 0L = h f y Rapidly Varied Flow x 1 y Gradually Varied Flow x 1 In general

More information

Lab 7: Nonuniform Flow and Open Channel Transitions

Lab 7: Nonuniform Flow and Open Channel Transitions CE 3620: Water Resources Engineering Spring 2015 Lab 7: Nonuniform Flow and Open Channel Transitions BACKGROUND An open channel transition may be defined as a change either in the direction, slope, or

More information

y 2 = 1 + y 1 This is known as the broad-crested weir which is characterized by:

y 2 = 1 + y 1 This is known as the broad-crested weir which is characterized by: CEE 10 Open Channel Flow, Dec. 1, 010 18 8.16 Review Flow through a contraction Critical and choked flows The hydraulic jump conservation of linear momentum y = 1 + y 1 1 + 8Fr 1 8.17 Rapidly Varied Flows

More information

ELEMENTS OF DECISION SUPPORT SYSTEM FOR FLOOD CONTROL IN THE NYSA KŁODZKA CATCHMENT

ELEMENTS OF DECISION SUPPORT SYSTEM FOR FLOOD CONTROL IN THE NYSA KŁODZKA CATCHMENT ELEMENTS OF DECISION SUPPORT SYSTEM FOR FLOOD CONTROL IN THE NYSA KŁODZKA CATCHMENT KAEiOG 2005, 295-303 Jarosław J. Napiórkowski Institute of Geophysics, Polish Academy of Sciences ul. Księcia Janusza

More information

Floodplain Modeling and Mapping Using The Geographical Information Systems (GIS) and Hec-RAS/Hec-GeoRAS Applications. Case of Edirne, Turkey.

Floodplain Modeling and Mapping Using The Geographical Information Systems (GIS) and Hec-RAS/Hec-GeoRAS Applications. Case of Edirne, Turkey. Floodplain Modeling and Mapping Using The Geographical Information Systems (GIS) and Hec-RAS/Hec-GeoRAS Applications. Case of Edirne, Turkey. Fuad Hajibayov *1, Basak Demires Ozkul 1, Fatih Terzi 1 1 Istanbul

More information

CFD Modeling for Structure Designs in Environmental Impacts Mitigation

CFD Modeling for Structure Designs in Environmental Impacts Mitigation CFD Modeling for Structure Designs in Environmental Impacts Mitigation June 05 Navid Nekouee, Hugo Rodriguez and Steven Davie Environmental Impact Mitigation Design Savannah Harbor Expansion Project (SHEP)

More information

Advanced Hydraulics Prof. Dr. Suresh A. Kartha Department of Civil Engineering Indian Institute of Technology, Guwahati

Advanced Hydraulics Prof. Dr. Suresh A. Kartha Department of Civil Engineering Indian Institute of Technology, Guwahati Advanced Hydraulics Prof. Dr. Suresh A. Kartha Department of Civil Engineering Indian Institute of Technology, Guwahati Module - 5 Channel Transitions Lecture - 1 Channel Transitions Part 1 Welcome back

More information

Estimating of Manning s Roughness Coefficient for Hilla River through Calibration Using HEC-RAS Model

Estimating of Manning s Roughness Coefficient for Hilla River through Calibration Using HEC-RAS Model Estimating of Manning s Roughness Coefficient for Hilla River through Calibration Using HEC-RAS Model Luay Kadhim Hameed 1) and Salah Tawfeek Ali 2) 1) University of Kufa, Kufa, Iraq 2) University of Babylon,

More information

THC-T-2013 Conference & Exhibition

THC-T-2013 Conference & Exhibition Modeling of Shutter Coastal Protection against Storm Surge for Galveston Bay C. Vipulanandan, Ph.D., P.E., Y. Jeannot Ahossin Guezo and and B. Basirat Texas Hurricane Center for Innovative Technology (THC-IT)

More information

Open Channel Hydraulics III - Sharpcrested

Open Channel Hydraulics III - Sharpcrested PDHonline Course H140 (2 PDH) Open Channel Hydraulics III - Sharpcrested Weirs Instructor: Harlan H. Bengtson, Ph.D., PE 2012 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA 22030-6658 Phone

More information

Geomorphological Modelling in Coastal Waters

Geomorphological Modelling in Coastal Waters Abstract Geomorphological Modelling in Coastal Waters Morteza Kolahdoozan 1, Roger A. Falconer 2 (Fellow), Yiping Chen 3 Details are given herein of the development and application of a three dimensional

More information

Chapter 7 Mudflow Analysis

Chapter 7 Mudflow Analysis Chapter 7 Mudflow Analysis 7.0 Introduction This chapter provides information on the potential and magnitude of mud floods and mudflows that may develop in Aspen due to rainfall events, snowmelt, or rain

More information

Fluid Mechanics Prof. S.K. Som Department of Mechanical Engineering Indian Institute of Technology, Kharagpur

Fluid Mechanics Prof. S.K. Som Department of Mechanical Engineering Indian Institute of Technology, Kharagpur Fluid Mechanics Prof. S.K. Som Department of Mechanical Engineering Indian Institute of Technology, Kharagpur Lecture - 42 Flows with a Free Surface Part II Good morning. I welcome you to this session

More information

COMPARISON BETWEEN EXPERIMENTAL AND NUMERICAL RESULTS OF FLOOD FLOW IN A COMPOUND MEANDERING CHANNEL

COMPARISON BETWEEN EXPERIMENTAL AND NUMERICAL RESULTS OF FLOOD FLOW IN A COMPOUND MEANDERING CHANNEL COMPARISON BETWEEN EXPERIMENTAL AND NUMERICAL RESULTS OF FLOOD FLOW IN A COMPOUND MEANDERING CHANNEL Alex George Mutasingwa, Graduate student, Hiroshima University Shoji Fukuoka, Professor, Department

More information

CFD Modeling of Rockery Walls in the River Environment

CFD Modeling of Rockery Walls in the River Environment CFD Modeling of Rockery Walls in the River Environment 2014 National Hydraulic Engineering Conference August 22, 2014 Iowa City, IA Dr. Cezary Bojanowski Dr. Steven Lottes Bart Bergendahl Part I: Introduction

More information

B O S Z. - Boussinesq Ocean & Surf Zone model - International Research Institute of Disaster Science (IRIDeS), Tohoku University, JAPAN

B O S Z. - Boussinesq Ocean & Surf Zone model - International Research Institute of Disaster Science (IRIDeS), Tohoku University, JAPAN B O S Z - Boussinesq Ocean & Surf Zone model - Volker Roeber 1 Troy W. Heitmann 2, Kwok Fai Cheung 2, Gabriel C. David 3, Jeremy D. Bricker 1 1 International Research Institute of Disaster Science (IRIDeS),

More information

Chapter 10 - Sacramento Method Examples

Chapter 10 - Sacramento Method Examples Chapter 10 Sacramento Method Examples Introduction Overview This chapter presents two example problems to demonstrate the use of the Sacramento method. These example problems use the SACPRE and HEC-1 computer

More information

Evaluation of Scour Depth around Bridge Piers with Various Geometrical Shapes

Evaluation of Scour Depth around Bridge Piers with Various Geometrical Shapes Evaluation of Scour Depth around Bridge Piers with Various Geometrical Shapes Dr. P. D. Dahe * Department of Civil Engineering, SGGSIE&T, Vishnupuri, Nanded (Maharashtra) S. B. Kharode Department of Civil

More information

BACKWATERRISE DUE TO FLOW CONSTRICTION BY BRIDGE PIERS

BACKWATERRISE DUE TO FLOW CONSTRICTION BY BRIDGE PIERS Thirteenth International Water Technology Conference, IWTC 1 009, Hurghada, Egypt BACKWATERRISE DUE TO FLOW CONSTRICTION BY BRIDGE PIERS Kassem Salah El-Alfy Prof. Dr., Irrigation &Hydraulics Dept., Faculty

More information

Texas A & M University and U.S. Bureau of Reclamation Hydrologic Modeling Inventory Model Description Form

Texas A & M University and U.S. Bureau of Reclamation Hydrologic Modeling Inventory Model Description Form Texas A & M University and U.S. Bureau of Reclamation Hydrologic Modeling Inventory Model Description Form JUNE, 1999 Name of Model: Two-Dimensional Alluvial River and Floodplain Model (MIKE21 CHD & CST)

More information

3/3/2013. The hydro cycle water returns from the sea. All "toilet to tap." Introduction to Environmental Geology, 5e

3/3/2013. The hydro cycle water returns from the sea. All toilet to tap. Introduction to Environmental Geology, 5e Introduction to Environmental Geology, 5e Running Water: summary in haiku form Edward A. Keller Chapter 9 Rivers and Flooding Lecture Presentation prepared by X. Mara Chen, Salisbury University The hydro

More information

Pompton Lakes Dam Downstream Effects of the Floodgate Facility. Joseph Ruggeri Brian Cahill Michael Mak Andy Bonner

Pompton Lakes Dam Downstream Effects of the Floodgate Facility. Joseph Ruggeri Brian Cahill Michael Mak Andy Bonner Pompton Lakes Dam Downstream Effects of the Joseph Ruggeri Brian Cahill Michael Mak Andy Bonner ASFPM 2013: Overview Page 2 Overview Page 3 Overview Page 4 Overview Page 5 Overview - Historical Pompton

More information

ECOHYDRAULICS. Introduction to 2D Modeling

ECOHYDRAULICS. Introduction to 2D Modeling Introduction to 2D Modeling No one believes a model, except the person who wrote it; Everyone believes data, except the person who collected it. unknown wise scientist Two dimensional (depth averaged)

More information

The University cannot take responsibility for any misprints or errors in the presented formulas. Please use them carefully and wisely.

The University cannot take responsibility for any misprints or errors in the presented formulas. Please use them carefully and wisely. Aide Mémoire Suject: Useful formulas for flow in rivers and channels The University cannot take responsiility for any misprints or errors in the presented formulas. Please use them carefully and wisely.

More information

7. Basics of Turbulent Flow Figure 1.

7. Basics of Turbulent Flow Figure 1. 1 7. Basics of Turbulent Flow Whether a flow is laminar or turbulent depends of the relative importance of fluid friction (viscosity) and flow inertia. The ratio of inertial to viscous forces is the Reynolds

More information