Introduction to uniform flow

Introduction to uniform flow

Good morning everyone, we are back into the
lecture series on advanced hydraulic. This as you know it is the postgraduate course,
related to civil engineering, and most of you have applied for this course. Till now we were, as you recall from our beginning
lecture, there are six modules in this particular course; say till the last lecture, we were
dealing with the first module; that deals with the open channel flows, in general the
open channel flows and all. Today, we will come into the second module of the course;
that is the second module is uniform flows. So, if you recall those lecture series in
the first class, we had given an overall view of all the topics, related to this course.
So, in the uniform flow, we had at the time briefly mentioned, what is meant by uniform
flow, what are the qualification criteria for uniform flow, what do you mean by velocity
measurement in uniform flow, Manning and Chezy s formula, determination of the roughness
coefficient, determination of normal depth and velocity, determination of most economical
section, non erodible channels, flow in channels, section with composite roughness, etcetera.
So, we will slowly deal with all these topics, as Let me pose you a question, let me pose you
a simple question; what is uniform flow, what do you understand by uniform flow. If I draw
the a particular reach of channel, with depth of water, having flow direction in this. So,
what do you mean by uniform flow. So, uniform flow, it suggests that whatever properties
of fluids are there, whatever properties of fluids are there in the channel for the fluids.
Various properties of fluid in the channel reach, they become constant, if such a flow
arises, then that flow is called uniform flow. What are the various properties that you are
generally aware of; depth of flow, cross sectional area of water, velocity of flow, then discharge.
You can even enumerate some other properties, let me just stop here. So, for example, if
these properties, if they are constant, then such flows are called uniform flows. So, what
do you encounter in such type of flows, if the depth of flow in a. Let me just again
draw the channel reach, depth of flow, cross sectional area. This is your cross sectional
area, velocity, discharge, Q. So, if all these properties, if they are same
in a particular reach of channel. Then that means, you can suggest that, the following
slopes which you are aware of, slopes like energy slope, water surface slope, channel
bottom slope. So, symbolically I think we have mentioned it as S f S w S 0 if you recall
them from earlier lecture, what happens to these slopes. In uniform flow, your S f will
become equal to S w; this will become equal to your channel bed slope. This you can see
very easily from the graph, or from here. You just draw the corresponding energy line;
energy line, you are bed slope, your water surface slope, all of them become parallel.
So, you will get a same slope for energy, water surface, as well as channel bottom.
So, this is one peculiarity of uniform flow. So, do you encounter uniform flows in practical
life, this is a simple question, you encounter uniform flows in your practical life. A very
simple answer is no, but whatever assumptions you are taking, for whatever analysis using
uniform flow you do, that can be used for interpreting in general, the non uniform flow
or the flows that occurs in the nature. So, that is how you have to approach the case,
do you think. So, for example, river, in a wide river and all, if there is no flood situation.
In most of the cases we can approximate for a considerable large reach of the channel,
or large reach of the river that the flow is uniform. It is just a simple approximation,
they have any complex situation; of course, in the river there are many secondary issues,
where higher issues and all are present, but still, just to solve your engineering problem,
you can try it in a simple way first, so that is the way we approach. First you solve it
in a simple way, simple way of solution, that can help us to get better idea of the situation
there. You can then subsequently incorporate many other parameters, and try to solve them
with other non uniform conditions, but this is for the simple to obtain trends. So, in the natural rivers, very rare that
you will be having uniform flow; uniform flow in general, they are steady state. Again in
the same channel each if I draw that, as we mentioned the depth of flow, the velocity
of the flow, the discharge cross sectional area, everything will be uniform in the particular
stretch, whichever stretch you are going to take. If it is uniform, then that means, that
the flow is steady, your parameters now are also not going to vary with respect to time.
If it varies with respect to time, it is very difficult to obtain uniform flow. So, uniform
in unsteady conditions, I can say that it is almost inexistent, may be in future if
someone analysis it properly, and find that you can even have uniform flow in unsteady
conditions, it can be proved or it may be proved, but we are not sure at present, till
the. From the present knowledge, I can only suggest that uniform flow in unsteady conditions,
are almost nonexistent. We will be mainly dealing with turbulent uniform
flow; of course, there are laminar uniform flows, but as a part of civil engineering,
we are mostly dealing with the open channel, we are dealing with open channel, and there
you see turbulent flow in general. Laminar flow in nature is very rare, and this is difficult,
it may be used some other applications, may be in some chemical engineering or mechanical
engineering technology and all. We may be using laminar flow methods and all; however in our case we are generally using the turbulent uniform flow techniques. So, in the
open channel, I draw in the same reach, you location.
have the upstream location, you have the downstream As the flow starts from the upstream location
to the downstream location, in general we are talking about how the uniform flow occurs,
or how generally the flow occurs from upstream to downstream, that you are quite aware, so
how uniform flow occurs in a channel flow. So, when the flow occurs from upstream to
downstream, you have to balance many forces. There are many type of forces which you have
already dealt in the momentum equation and all, we may again go through them. So, we will see that, once you try to balance
the forces, what are the driving forces for the flow from upstream to downstream, certainly
it is the gravitational force. The component of the gravitation force, is the gravitational
force, and the component in the in this flow direction, that will help the liquid particle
from the upstream to move to the downstream side. There are certain forces that oppose
the fluid motion, so there is resistance of the flow. So, if both of them get balance
at certain situation, then generally your flow become uniform, that is the simple approach,
it has been done. Even this approach has been done in the 16th
century, Leonardo Da Vinci himself has suggested about such flow, means how the uniform flow
occurs. So, there he suggested that, at that time he suggested that simply that water flows
at higher speed; water flows at higher sped away from the boundaries, and there will be
more resistance on sidewalls, and channel bottom. He used the simple theory; he suggested
that water surface, means surface of the water is open to air. Air is offering less resistance,
compare to the channel bottom which is solid. So, he used such a simple method, and analyse
that, water flows at higher speed away from the boundaries, both the side boundaries as
well as the channel bottom, and side walls and channel bottom they give more resistance
to channel flow, and fluid flow in the channels and all. So, this, in the 16 century itself
it was been identified, so that means this science is pretty old, it is not that new
as many may be thinking of it. In the true sense if one goes through channel
flows, you may see that the channel flows; there may be lot of secondary currents. The
resistance from boundaries may not be uniform. So, these are some of the practical situations,
do we need to take into those conditions here, just to analyse the uniform flow. Well as
an assumption here, we are suggesting that no secondary currents. As I mentioned earlier,
this is to simplify your results, just to understand the phenomenon, it is not that
you have to solve the natural problem in it is. You can simplify the things, you can obtain
the trend. Suppose, if I avoid this secondary currents, and try to interpret that there
is no secondary current, and the flow is uniform, and also I am suggesting that the resistance
offered by the channel bed as well as the side wall, they are uniform in nature, if
they are not changing it is not non-linear or not like that. So, such assumptions if
we can incorporate, then we can go in a better way, or we can simplify the results and let
us see what happens, resistance is uniform along the boundaries. So, such situations are there I can suggest
that; for the same channel reach, whatever force due to gravity is there, whatever force;
that is the uniform flow, is developed by balancing
gravity forces with frictional forces; that
is as I mentioned earlier, if there are no secondary currents, and if the fictional or
resistance from the channel boundaries if they are uniform. You will be able to see
that, the component of the gravity force say; this is component of the gravity force along
the flow direction, this is the frictional force. They have to balance then only flow
becomes uniform, how do you see that. You can even describe them mathematically also,
let us see. Before that, let me define the following terms for the uniform flow. The depth of flow during uniform flow, it
is called normal depth. So, here after whenever we say normal depth, it means that depth of
flow, for the uniform flow conditions for that channel. So, you may even able to draw
for a particular cross section, and particular reach of channel. The normal depth line, the
various normal depth line and all that, one can easily obtain them. You have also seen
the critical depth for any flow section. Using the critical depth, one can see whether the
flow is uniform in subcritical condition, or whether the flow is formed in supercritical
condition, and how the flow changes form subcritical to supercritical and all, that one can analyse
from the previous chapters and all as you have seen. The scientist, various scientists have done
several experiments. They have through the dimensionless analysis and all. They have
suggested that, the velocity for the uniform flow in general, one can express the velocity
for uniform flow in general, as v is equal to some coefficient C then R to the power
of a S f to the power of B, this is called uniform flow formula. You can use this; they
have obtained these, using scientific study and non dimensional analysis. In general from
this method, you can use the various formulas, or you can derive formulas to compute uniform
flow. In this you know that v is equal to the mean or average velocity in the cross
section, C coefficient. So, you do not know, what is that coefficient?
This coefficient in general, it depends on type of the boundaries, what are the materials
on the boundaries, the cross sectional. It may depend on the cross sectional area, it
may depend on perimeter. Various factors it may depend, we are not aware of that; that
is the objective now. It is objective of us to obtain what are the values of C, and how
it is how it has to be computed. R you know this is the hydraulic radius. S f as you are
aware from the previous slide, this is the energy slope. Your coefficients a and b, they are simple
exponential coefficients, that has to be determine for various methods being used, either experimentally
or analytically, one can determine this coefficients a and b. At present the equation which we
are showing here; v is equal to C R to the power of a S f to the power of B, it is a
general uniform flow equation. If in general or most of the cases, if there are no floods,
the natural flows in river are approximated as uniform flow. So, once this approximation
is done, you can use the uniform flow formula, and compute the velocity as well as subsequently
the discharge. Some of the formulas; uniform flow formulas, you might have earlier heard
about Chezy s formula, Manning s formula or may be some other equations which you may
be aware, they are also. They are all derived using the uniform flow formula. Let us start with the Chezy s formula, how
the Chezy s formula is derived. Here again, the same channel cross section I am taking
that, so you can think that, this channel slope is theta, if you have the following
datum then. This is the inclined depth, and you know the vertical depth, so inclined depth,
if you recall from our earlier lectures we had given this as d 1 at section 1 1, d 2
at section 2 2 if you recall them the inclined depth, or the depth that is normal to the
water surface, the depth measure normal to the water surface and to the bed; that is
called inclined depth, if you recall that. So, d 1 d 2 like this you can have them. If
you assume a control volume, a volume inside this, between these two sections. If I assume
a control volume between sections 1 1 and 2 2, then you can start thinking, you can
derive the Chezy s formula. Before that the assumptions used here are;
your flow is steady, the slope of the channel bottom is small. Also we are assuming the
channel to be prismatic; that is the cross sectional area, the cross sectional shape
of the channel is not changing, with along with the length of the channel, so it is the
channel that is prismatic. Such is the case, in the previous slide, let me assume this
length as; del x, then this depth is given as d 1, the depth here it is given as d 2.
The length here is del x, this section is at a height, z 1 from the datum. This one
is at the height z 2 from the datum, the angle here is theta, the slope that is the bed slope
is having an angle theta. You have the various forces, the gravitational force for this entire
volume, it is acting downwards, and it is given as w. So, it is definitely having components
in this direction, as well as this direction. Just try to compute the things now. So, now in the control volume whichever you
have selected, from our earlier theorem, you can see that, your d 1 is nothing but actually
according to the theorem, this y; that is the, y is the depth, the of the vertical depth
y cos theta. Now this is approximately equal to, sorry y 1 cos theta, so it is approximately
equal to y 1 itself, because we are suggesting that theta is small, so cos theta is approximately
1. So, d 1 is approximately equal to y 1. Similarly, d 2 is equal to y 2 cos theta,
so it is same as this thing. As flow is uniform, y 1 is equal to y 2. We shall now apply the
momentum conservation equation, what does this theorem suggests if you recall some Newton
s theorem. Rate of change of momentum, is equal to the net force acting on the system.
The rate of change of momentum in a system is equal to the nets force acting on the system.
This you have studied from your high school standard level onwards. But now at this post graduate level of engineering,
we can use, or we can introduce the same concept using Reynolds s transport theorem. Most of
you may be familiar with RTT, in short I can call this as RTT. You may have studied them
either in your fluid mechanics course or even in your hydrology course, may be at the advanced
level or advanced basic level itself, or some of you might have studied in your continuum
mechanics course as well. So, we will be using the Reynold s transport theorem, to just simple
see that. I am not, definitely I am not going to explain the Reynold s transport theorem,
we are just applying your Reynold s transport theorem for momentum conservation, for the
particular case of uniform flow, the channel cross section and the reach whichever we have
done earlier. So, what does this theorem suggest; your RTT. For fluid in any system you can
have extensive properties associated with the fluids. Symbolically we give this as capital
B. Please note that this is not the breadth of
the channel and all. This is symbolically to know that, this is an extensive property
capital B, and these extensive properties are associated with the mass of the fluid.
You can also define intensive properties beta. This is the properties of the fluid that are
independent of the mass of the system; for example, velocity. Velocity of a particle
is independent of the mass of the particle. There is no role of mass coming to the picture
there, whereas if you compute momentum, momentum is a property of mass therefore, it comes
as an extensive property, and definitely any extensive property. If you divide it by mass
of the fluid system, you will get your corresponding intensive property. For example, in case of
momentum, if m is your momentum, and if this is an extensive property, the corresponding
intensive property will be momentum divides by mass, so it will give you velocity of their
system. So, that way you compute extensive property, you define extensive property, intensive
property for the fluid system. So, the theorem suggests that, or any such
volume, any arbitrary volume. I have just drawn a arbitrary volume, the volume, the
change of the extensive property with respect to time, this is nothing but the amount of.
Say if this is having volume u, if this system is having volume u if the extensive property
is B, intensive property is beta. Please note that this beta is not the correction factor,
whichever we have introduced in our lecture one or lecture two, I cannot recall them.
So, this is independent, it just shows an intensive property. So, if in such a particular
volume, having an extensive property B the responding intensive property beta, rho is
the density of the fluid. Then the change in, the extensive property with respect to
time, this is nothing but equal to, the amount of extensive property created or lost, inside
the control volume, or inside this volume, plus the flux of that extensive property,
that crosses through the control surfaces of this volume, so that is how we do the thing
here; beta rho v
dot d a, or you can say v dot n d a like that also one can write it. So, this is the Reynold
s transport theorem equation. You can use the same equation here, in our case B is equal
to m v, this is the average velocity v bar, your beta is equal to v bar. According to
the Newton s law d v by d t is equal to d by d t of your entire this thing, is equal
to the net force in the system. So, what are the net force, net forces in
the system. You have your control volume, I just took the control volume like this,
the corresponding depth y 1 y 2, weight this length is del x. So, this is a fluid control
volume in the channel, you are taking a control volume from the from control volume of the
fluid from the open channel, for a case of uniform flow. So, in this particular reach,
you can now suggest easily, what are the forces. If I take this control volume, definitely
you are going to have pressure force, at this left boundary you will be going to have pressure
force in the right boundary, you are also going to have the weight; say w sin theta,
there is frictional force S f. So, the net forces acting are, so the net
forces acting will be, you want to balance forces in flow direction. As the depth of
flow y 1 is equal to y 2, therefore if you recall how to compute pressure forces, then
p 1 is equal to p 2, your w sin theta is equal to the component of gravity force in the flow
direction; F f is the force due to friction in the flow oppose; that is opposing the flow.
So, we can suggest now, the net force is p 1 plus w sin theta minus p 2 minus F f, this
will be your net force in the flow direction. If you see the net force in the vertical direction,
or the direction normal to the P, normal to the bed, they are getting balanced off, so
there you need not take them into computation here, definitely p 1 and p 2 they are cancelling
of, so I can suggest that, w sin theta minus F f is now your net force. So, net force if
you. Now, again go back into your previous equation. Here he suggested that components
in the left hand side of this equation d v by d t. So, this components d B by d t, from
the earlier shown case, this is now equal to your w sin theta minus F f, so you just
substitute it accordingly. There is no creation of momentum inside this control volume, we
are assuming, but the momentum is not created inside the volume of the channel. So, this
quantity, entire quantity, it can vanish off, you may need not assume that. Now in the channel,
along the control surfaces, there are two control surfaces that permit the momentum
flux to be transferred; one on the left hand side, one on the right hand side, so that
you need to take into account now. Two cross sectional areas allow momentum fluxes
to be transferred, along control surfaces, in this case of uniform flow. So, I can write
that now w sin theta minus F f, this will be equal to. What are the two cross sections
this thing, you control surface beta rho v dot d a. So, in the channel cross section;
a is the cross sectional area, y is the depth of the flow. So, what are the quantities you
will get it here, you will get on the left hand side, your beta is equal to v. So, on
left hand side the area, here in the left hand side, the corresponding area of the channel;
say this is the corresponding. Then outward normal of this area is in this direction,
whereas the flow in this direction, so the corresponding integral beta rho v dot d a
in the upstream. This can be given as v rho, v rho v square a one and the minus quantity,
because n is in the opposite, v dot d a. The v dot d a product in this region, it will
be a negative quantity. Similarly, in the downstream section, beta rho v dot d a quantity,
this will be equal to rho v square a 2, but you know A 1 and A 2 are same. A 1 equal to
A 2, y 1 is equal to y 2 and all, you are getting these quantity; that is beta rho,
this is equal to minus rho v 1 square, v 1 equal to v 2 A 1 plus rho v 2 square A 2,
this is equal to 0. So, your equation will become w sin theta
minus F f equal to 0, or F f is equal to w sin theta. Now the weight of the liquid in
the control volume, if you recall the control volume stretch del x. So, w, this w is nothing
but density in the acceleration due to gravity, into area of cross section into del x. You
can also see that the frictional force F f, it can be suggested as, a quantity of average
shear stress into, the wetted area of the channel, in the channel reach whichever channel
which you have. In the channel reach, the amount of wetted, wherever wetness are there,
the entire reach wherever the wetness of channel is there, that area you can compute, wetted
area into average shear stress; that will give you the frictional force, so I can write
this quantity as tau 0. Now the wetted area, this is nothing but the wetted perimeter of
the cross section into the del x quantity. So, I will just go ahead as rho g a del x,
S 0 is nothing but tau 0 P del x, or your tau 0 is nothing but rho g R S naught. There
is a theory from the dimensional analysis, whoever have studied fluid mechanics, they
will be knowing that dimensional analysis. It has been observed, the average shear stress,
it can be given as a product of some quantity k, into the density of the liquid, into the
square of the average velocity of the cross section. This has been identified through
dimensional analysis. We are now just trying to incorporate them, correlate them. We use
the same thing here, this is equal to rho g R S naught, your k is a dimensionless constant.
So, all other quantities you are aware of. So, I can write the following from now, k
dot v square is equal to rho g R S naught, or you R v bar; this is equal to g by k, the
square root of that thing. Again as we have mentioned that, for uniform flow your bed
slope and energy slope are same. Then we may compute this thing, C R into S f or this is
equal to C R to the power of half S f to the power of half, so this is your famous Chezy
s formula. Now if you recall your uniform flow formula, I have just few minutes ago
mentioned that C R to the power of a S f to the power of B. The same Chezy s formula is
complying with your uniform flow formula, and it has been derived using the fundamental
momentum conservation of momentum equation. So, this is how you derive Chezy s formula,
and this Chezy s formula is used to compute uniform flow in various open channels. There
are many applications of uniform flow in open channel; we will see it in the next few classes. Thank you. So, let us as part of this today s lecture,
let me ask you a simple question, whether uniform flow excess if
your channel bed is perfectly horizontal,
and whether the uniform flow exists, if
the channel flow is frictionless. From the knowledge you have acquired today, or from
the concepts you have learnt today, could you answer this simple question, it is just
a fundamental thing. What happens if the channel is perfectly horizontal. Yes if you can easily
answer that. If your channel bed is perfectly horizontal, then no gravity force
drives the fluid downstream. There is no component
of drive force that drives the fluid to the downstream right. So, then what happens, if
the channel is having friction, your flow is getting reduced, and there would not be
any uniform flow existing, so uniform flow will not exist if you channel bed is perfectly
horizontal. Similarly, what happens if your channel flow is frictionless. If the quantity
is frictionless, then the component or the driving force for the fluid into the downstream;
that is not being opposed, or there is no flow resistance to that, and therefore there
will be again no uniform flow. The flow of the liquid in such situation gets increased
as it goes downstream. Thank you.

3 Replies to “Introduction to uniform flow”

  1. sir, the equation at time 46 miutes 55 seconds is like, (w=Rho.g.A.del x)
    but afterwards there's an addition of (So) in the Right hand side. how?

  2. To be honest Ur lecture is so boring… Suresh Why can't your teaching be like more organized so dat students can understand it da Fast possible way.

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