Watershed Sciences 6900 - Amazon Web...
Transcript of Watershed Sciences 6900 - Amazon Web...
Watershed Sciences 6900FLUVIAL HYDRAULICS & ECOHYDRAULICS
FORCES & FLOW CLASSIFICATION + ENERGY & MOMENTUM PRINCIPLES
Joe Wheaton
Slides by Wheaton et al. (2009-2014) are licensed under a Creative Commons Attribution-NonCommercial-ShareAlike 3.0 Unported License
TODAYβS PLAN A
I. Force Classification
II. Overall Force Balance
III. Take-Homes from Summary of Force Magnitudes
IV. Reynolds Number as a Force Ratio
V. Froude Number as a Force Ratio
I. Froude Number & Hydraulic Jumps
FORCES & FLOW CLASSIFCATION
From Dingman (2009)
WEβVE ALREADY DEALT WITH FORCESβ¦ BUT:
⒠Understanding the relative magnitudes of all forces in different situations gives us a basis for ignoring them⦠(i.e. simplifying assumptions)
β’ To keep comparison simple, consider:
Wide, rectangular channel (Y=R) with constant width (W1=W2=W) but
spatially variable depth
πΉπ· = πΉπ πΉ = π β π
From Dingman (2008), Chapter 7
TODAYβS PLAN A
I. Force Classification
II. Overall Force Balance
III. Take-Homes from Summary of Force Magnitudes
IV. Reynolds Number as a Force Ratio
V. Froude Number as a Force Ratio
I. Froude Number & Hydraulic Jumps
FORCES & FLOW CLASSIFCATION
From Dingman (2008)
A SIMPLE FORCE CLASSIFICATION
πΉ = π β π a= πΉ
π
Forces per unit massβ¦
From Dingman (2008), Chapter 7
TODAYβS PLAN A
I. Force Classification
II. Overall Force Balance
III. Take-Homes from Summary of Force Magnitudes
IV. Reynolds Number as a Force Ratio
V. Froude Number as a Force Ratio
I. Froude Number & Hydraulic Jumps
FORCES & FLOW CLASSIFCATION
What did Dingman Mean by Force Balance?
From Dingman (2008), Chapter 7
RECALL⦠1D FORM OF NAVIER-STOKES
⒠Conservation of Momentum⦠in 1D:
π β π = πΉ
ππππ₯ππ‘+ ππ₯πππ₯ππ₯= βππ
ππ§
ππ₯βππ
ππ₯+ πΉπ£ππ ππ₯
π = π β π1 β π1 = π β π2 β π2
Wide, rectangular channel (Y=R) with
constant width (W1=W2=W) but
spatially variable depth
SO IN TERMS OF a= πΉ
πCLASSIFICATION
ππππ₯ππ‘+ ππ₯πππ₯ππ₯= βππ
ππ§
ππ₯βππ
ππ₯+ πΉπ£ππ ππ₯
πππ₯ππ‘+ ππ₯πππ₯ππ₯= βπππ§
ππ₯β1
πβππ
ππ₯+ πΉπ£ππ ππ₯π
ππ‘ + ππ = βππΊ β ππ + ππ
1D Momentum Equationβ¦
Rearranged in terms of our
classificationβ¦
Matched to Table 7.1
From Dingman (2008), Chapter 7
RECALL: DEFINITIONS OF UNIFORM & STEADY FLOW
β’ Uniform Flow: if the element velocity at any instant is constant along a streamline the flow is uniform (i.e. convective acceleration ππ’ ππ₯ = 0),.
β’ Steady Flow: if the element velocity π’ at any
given point on a streamline does not change with time, the flow is steady (i.e. local acceleration ππ’ ππ‘ = 0) .
From Dingman (2008) β Chapter 4& 6
THREE MAIN OPEN CHANNEL FLOW TYPES
1. Steady Uniform Flow
2. Steady Nonuniform Flow
3. Unsteady Nonuniform Flow
ππ‘ + ππ = βππΊ β ππ + ππππΊ + ππ β ππ + ππ + ππ + ππ‘ = 0
πΉπ· = πΉπ
β’ Downstream forces (+): πΉπ·β’ Upstream Forces (-): πΉπ
ππΊ β ππ + ππ = 0 EQ 7.2
EQ 7.3
EQ 7.4
ππΊ + ππ β ππ + ππ + ππ = 0
β’ Steady/Unsteady (Time)β’ Uniform/Nonuniform (Space)
ππΊ + ππ β ππ + ππ + ππ + ππ‘ = 0
ππΊ + ππ β ππ + ππ = ππ
ππΊ + ππ β ππ + ππ = ππ + ππ‘
SO WHAT IS NAVIER STOKES?
β’ Unsteady or Steady?
β’ Uniform or Nonuniform?
ππππ₯ππ‘+ ππ₯πππ₯ππ₯= βππ
ππ§
ππ₯βππ
ππ₯+ πΉπ£ππ ππ₯
ππΊ + ππ β ππ + ππ = ππ + ππ‘
πππ₯ππ‘+ ππ₯πππ₯ππ₯= βπππ§
ππ₯β1
πβππ
ππ₯+ πΉπ£ππ ππ₯π
ππ‘ + ππ = βππΊ β ππ + ππ
βThe difference between the driving & resisting forces is acceleration.β
πΉπ· β πΉπ
πΉπ· β πΉπ = πEQ 7.4
TODAYβS PLAN A
I. Force Classification
II. Overall Force Balance
III. Take-Homes from Summary of Force Magnitudes
IV. Reynolds Number as a Force Ratio
V. Froude Number as a Force Ratio
I. Froude Number & Hydraulic Jumps
FORCES & FLOW CLASSIFCATION
RANGE OF FORCE VALUES
β’ Downstream forces (+): πΉπ·β’ Upstream Forces (-): πΉπ
β’ Body Forces
β’ Surface Forces
TODAYβS PLAN A
I. Force Classification
II. Overall Force Balance
III. Take-Homes from Summary of Force Magnitudes
IV. Reynolds Number as a Force Ratio
V. Froude Number as a Force Ratio
I. Froude Number & Hydraulic Jumps
FORCES & FLOW CLASSIFCATION
From Dingman (2008)
REYNOLDS NUMBER
β’ Can also be shown that π π βππ
ππ(ratio of turbulent
forces to viscous forces):
⒠So⦠is it fair to say that Reynolds number is sort of a ratio of driving forces to resisting forces?
β’ No! Why?
π π β‘πβπβπ
π=πβπ
πRatio of βinertial forcesβ to viscous forces
ππππ=
Ξ©2 β π β π2
π3 β π β ππ2
=Ξ©2 β π β π β π
3 β π=Ξ©2 β π β π
3 β π=Ξ©2
3β π π
TODAYβS PLAN A
I. Force Classification
II. Overall Force Balance
III. Take-Homes from Summary of Force Magnitudes
IV. Reynolds Number as a Force Ratio
V. Froude Number as a Force Ratio
I. Froude Number & Hydraulic Jumps
FORCES & FLOW CLASSIFCATION
From Dingman (2008)
TODAYβS PLAN A
I. Force Classification
II. Overall Force Balance
III. Take-Homes from Summary of Force Magnitudes
IV. Reynolds Number as a Force Ratio
V. Froude Number as a Force Ratio
I. Froude Number & Hydraulic Jumps
FORCES & FLOW CLASSIFCATION
From Dingman (2008)
FROUDE NUMBER
β’ What are Dimensions?
πΉπ β‘π
π β π 12
Ratio of velocity to
Celerity (πΆππ€ = π β π)
[LT-1]
[LT-2 L]1/2
[LT-2 L]1/2 =LT-1
WHAT DOES THIS RATIO MEAN PHYSICALLY?
β’ If πΉπ < 1, flow is subcritical
β Meaning that the celerity is > then the velocity; β΄ waves can propagate upstream
β’ If πΉπ = 1, flow is critical
β Meaning that the celerity is = velocity (rare transitional point)
β’ If πΉπ > 1, flow is supercritical
β Meaning that the celerity is < then the velocity; β΄ waves cannot propagate
upstream
πΉπ β‘π
π β π 12
THE HYDRAULIC JUMP
β’ Transition from supercritical flow to subcritical flow is a hydraulic jump
β’ For a hydraulic jump to occur, there has to be a transition from subcritical to supercritical flow!
β’ Characterized by:
β Development of large-scale turbulence
β Surface waves
β Spray
β Energy dissipation
β Air entrainment
β River can not maintain supercritical state over too long a distanceβ¦
WHY CAN YOU SURF IN A RIVER?
β’ Explain it in terms of Froude Numberβ¦
β’ Which way is water going? (kayakers canβt answer!)
TODAYβS PLAN B
I. Energy Principle in 1D Flows
I. The Energy Equation (Β§ 8.1.1)
II. Specific Energy (Β§ 8.1.2)
ENERGY & MOMENTUM PRINCIPLES (Applied to 1D flows)
From Chanson (2004)
TODAYβS PLAN
I. Energy Principle in 1D Flows
I. The Energy Equation (Β§ 8.1.1)
II. Specific Energy (Β§ 8.1.2)
ENERGY & MOMENTUM PRINCIPLES (Applied to 1D flows)
From Dingman (2008), Chapter 8
TOTAL ENERGY π (FROM Β§4.4)
β’ The total energy β of an element is the sum of its potential energy βππΈ & its kinetic energy βπΎπΈ:
β’ Recall that βππΈ is the sum of gravitational potential energy βπΊ and pressure potential energy βπ :
β’ β΄ total energy β is:
From Dingman (2008), Chapter 8
β = βππΈ + βπΎπΈ
βππΈ = βπΊ + βπ
β = βπΊ + βπ + βπΎπΈ
EQ 8.1
EQ 8.2
Energy quantities are expressed as energy
[F L] divided by weight [F], which is
called head [L]
DEFINITON DIAGRAM FOR ENERGY IN 1D
β’ Used for derivation of the macroscopic one-dimensional energy equation
β’ Flow through reach is steady
From Dingman (2008), Chapter 8
TODAYβS PLAN B
I. Energy Principle in 1D Flows
I. The Energy Equation (Β§ 8.1.1)
II. Specific Energy (Β§ 8.1.2)
ENERGY & MOMENTUM PRINCIPLES (Applied to 1D flows)
From Dingman (2008), Chapter 8
TOTAL MECHANICAL ENERGY AT A CROSS SECTION
β’ Based on what Ryan showed us, using the channel bottom as a reference point, at cross section π we can
write the integrated gravitational head (AKA elevation head), π»πΊπ:
β’ Where ππ is the elevation of the channel bottom, and the integrated pressure head π»ππ is:
β’ Kinetic energy head π»πΎπΈ for a fluid element with velocity π’ is given by:
From Dingman (2008), Chapter 8
π»πΊπ = ππ EQ 8.3
π»ππ = ππ β πππ π0 EQ 8.4
βπΎπΈ =π’2
2 β πEQ 8.5
VELOCITY COEFFICIENT πΆ FOR ENERGY
β’ Because velocity varies from point to point n a cross section, we need a fudge factor πΌπ to account for this
variation, so the velocity head π»πΎπΈπ is:
βπΎπΈπ =πΌπ β ππ
2
2 β π
EQ 8.6
From Dingman (2008), Chapter 8
A CONVENIENT OUTCOME OF BOX 8.2
Velocity Head π»πΎπΈ tends to be at
least an order of magnitude smaller than pressure head π»π
πΌ β 1.3 good enough typicallyβ¦
From Dingman (2008), Chapter 8
TOTAL HEAD π―π AT A CROSS SECTION π
β’ βThe total mechanical energy-per-weight, or total head π»π, at cross-section π, is the sum of the gravitational, pressure and velocity heads:
π»π = π»πΊπ +π»ππ +π»πΎπΈπβ = βπΊ + βπ + βπΎπΈ
π»π = ππ + ππ β πππ π0 +πΌπ β ππ
2
2 β π
From Dingman (2008), Chapter 8
EQ 8.6
But, this is just at one cross section πβ¦ What
about for this diagram?
APPLY π―π BETWEEN TWO CROSS SECTIONS
β’ What is the change in in cross-sectional integrated energy from an upstream section (π = π) to a downstream section (π = π·)?
β’ Where βπ» is the energy lost
(converted to head) per weigh of fluid, or head loss.
From Dingman (2008), Chapter 8
ππ + ππ β πππ π0 +πΌπβππ
2
2βπ=ππ· + ππ· β πππ π0 +
πΌπ·βππ·2
2βπ+ βπ»
EQ 8.8b
π»π = ππ + ππ β πππ π0 +πΌπ β ππ
2
2 β π EQ 8.6
π»πΊπ + π»ππ + π»πΎπΈπ = π»πΊπ· + π»ππ· + π»πΎπΈπ· + βπ»EQ 8.8a
This is the ENERGY EQUATION!
THE ENERGY EQUATION APPLIES WHERE?
β’ Depth can vary!
β’ Assumed that pressure distribution was hydrostatic (i.e. streamlines no significantly curved)
β’ We call this steady gradually varied flow
β’ This is focus of Chapter 9
β’ Weβll use it in flume on Thursday!
ππ + ππ β πππ π0 +πΌπβππ
2
2βπ=ππ· + ππ· β πππ π0 +
πΌπ·βππ·2
2βπ+ βπ»
EQ 8.8b
SOME IMPORTANT IMAGINARY LINES
β’ The line representing the total potential energy from section to section is called the piezometric head line
ππΈ β‘ βπ»π·βπ»π
βπ=βπ»
βπ= EQ 8.9
β’ The line representing the total head from section to section is called the energy grade line
β’ The slope ππΈ of the energy grade line is the energy slope:
WOULD THE ENERGY EQUATION APPLY HERE?
β’ Hint, energy loss..
β’ Okay.. If it does apply, what would the energy grade line look like for a hydraulic jump?
TODAYβS PLAN B
I. Energy Principle in 1D Flows
I. The Energy Equation (Β§ 8.1.1)
II. Specific Energy (Β§ 8.1.2)
ENERGY & MOMENTUM PRINCIPLES (Applied to 1D flows)
From Dingman (2008), Chapter 8
SPECIFIC ENERGY π―πΊπ
β’ Similar to π»π, just that datum is changed so that mechanical energy is measured with respect to the channel bottom instead of horizontal datum
β’ Upshot is that elevation head π»πΊπ β 0 in π»π = π»πΊπ +π»ππ +π»πΎπΈπ , such that:
π»ππ = π»ππ +π»πΎπΈπ
π»ππ = ππ β πππ π0 +πΌπ β ππ
2
2 β πEQ 8.10
SPECIFIC HEAD APPLICATIONβ¦
β’ Consider a flow of discharge π in a channel of constant width π:
β’ Which can be substituted into our definition of specific
energy (π»ππ = ππ β πππ π0 +πΌπβππ
2
2βπ):
β’ If π and width π are constant, specific head π»π only depends on flow depth π. However, π»π is a function of both π and π2, which means it can be solved with two different positive values of depth π!
π = π β ππ β ππ
π»π = π +πΌπ β π
2
2 β π β π2 β π2 EQ 8.12
From Dingman (2008), Chapter 8
ALTERNATE DEPTHS VS. CRITICAL DEPTH
β’ Fancy way of saying there are two depth π solutions for every specific head π»π, except at π»ππππ , which is the
critical depth (i.e. π»ππππ = ππΆ).
β’ To find ππΆ, find where derivative of π»π is
equal to zero:
π»π = π +πΌπ β π
2
2 β π β π2 β π2
ππ»πππ= 1 β
π2
π β π2 β π3= 0
EQ 8.12
EQ 8.13
ππΆ =π2
π β π2
1 3
EQ 8.14
ππΆ =π β ππΆ β ππΆ
2
π β π2
1 3
=ππΆ2
πEQ 8.15
WHY IS IT CRITICAL DEPTH?
β’ If ππΆ = 1 =ππΆ2
π, notice the similarity with
the Froude Number πΉπ:
β’ The minimum value of π»π occurs when πΉπ2 = 1 (i.e. when πΉπ = 1) or when flow is critical!
β’ ddd
ππΆ =ππΆ2
π EQ 8.15
πΉπ β‘π
π β π 12
HOW TO READ SPECIFIC HEAD DIAGRAM
β’ How to read ππ, πβ², and
πβ²β²?
β’ Is this a hydraulic jump?
TODAYβS PLAN B
I. Energy Principle in 1D Flows
I. The Energy Equation (Β§ 8.1.1)
II. Specific Energy (Β§ 8.1.2)
ENERGY & MOMENTUM PRINCIPLES (Applied to 1D flows)
From Dingman (2008), Chapter 8
THIS WEEKβS LAB
β’ We will do a complete lab assignment and calculations for a hydraulic jump produced by a sluice gate
β’ Youβll get to put the energy equation to use
β’ We will then play with different configurations of the flume to induce different hydraulics. We will play with:
β Width constrictions
β Different spillways
β Altering Q & S