Good morning. With this lecture number 33,

we are starting a new module – module 6, which deals with the matrix analysis of plane

and space frames. If you recall, we have already covered 5 modules

and you are now in a good position to quickly understand more complex structures like plane

and space frames. The methodology is the same. And we have one last module left, which we

will take up. It is a second order analysis and the study of the elastic instability of

beams and frames. The space frame element is the most generic,

most complex element that you can get in matrix analysis. It is a very powerful element. As

you can see, you have six degrees of freedom at each end of the elements, so we have 12

degrees of freedom, which takes care of bending about two orthogonal planes, vertical plane

and horizontal plane. It takes care of torsion, which also takes care of axial force.

If there is a variation in bending moment at the two ends, you have a shear force coming

into play. So the shear force can be in both vertical and horizontal planes. All other

elements that we have studied are actually special cases of this one element. If you

take the stiffness matrix for a space frame element – 12 by 12, if you delete rows and

columns, respectively, you can downgraded to a plane frame element to a grid element

to a beam element to a space truss element, to a plane truss element, and to 1 degree

1 D axial element. There, all special case of this element are

as usual. We will learn to apply the conventional stiffness method, the reduced stiffness method

and the flexibility method for plane frames. For space frames, we will just demonstrate

the application of reduced stiffness method because it takes lot of space and time to

do a big frame. So right now, we will be looking at the application

of conventional stiffness method to plane frames, using the plane frame element. As

you can see, there are six degrees of freedom, three at each end. You have an axial degree

of freedom, which you get from the truss element, the axial element, and you have the beam element

with bending about the vertical axis, as shown here, and shear force.

It is quite easy. We just have to put together the stiffness matrix that you derived for

the axial element along with the beam element. And we conveniently assume that there is no

interaction between the two and you get the stiffness matrix for the plane frame element.

This is covered in the chapter. It is chapter number 6 in the book on Advanced Structural

Analysis, and we begin with the conventional stiffness method.

I have tried to show the same map in all the lectures that we have done, to show that we

basically following very systematic way of solving problems. The conventional stiffness

method is the method that is used in software programs commercially, which is used extensively

in actual Structural Analysis. Reduced element stiffness method is very good

if you want to program yourself. And some of your senior students have developed beautiful

programs using MATLAB, which actually can do space frame analysis. I like to demonstrate

this at some point, using matrix methods. Reduced element stiffness method can also

be used and there is also the flexibility method, which on a case to case basis, you

could use because it is an appropriate to use the flexibility method when the degree

of static indeterminacy is very small in relation to the degree of kinematic indeterminacy. So I am just playing back to use some slides

that we have already seen. You remember, we began with a plane truss element, which had

a 4 by 4 stiffness matrix – 4 degrees of freedom. It is very easy to remember the stiffness

matrix. Two rows and columns will be in 0s and the others are simply EA by L and minus

EA by L. This is familiar to you. In this truss element,

you will find that the 0 rows and columns correspond to the shear force. If you use

it in a plane frame element, you have ability to take shear, so they are no longer going

to be 0s. That is a big difference. Then, we looked at the plane truss transformation

matrix. You remember, we used this theta sin theta transformation. We need to invoke the

same transformation when we do a plane frame element. We next looked at the beam element. In the

beam element, you had bending moment shear force at two ends, you had four degrees of

freedom, and we used this element not only for the beams, we also used it for the grids.

We are familiar with this. And we learned to generate the stiffness matrix using different

alternative approaches, including the conventional displacement approach, where you assumed a

displacement function using geometry, and then you worked with that and generated the

stiffness matrix. We also looked at the transformation matrix

for a beam element. We found that the T i matrix is an identity matrix because conveniently

the local axes can be made to align with the global axes. So, x is x star, which you cannot

do in a frame. In a frame, the element can be orientated in any direction. Now, with that back ground, it is quite easy

actually to put things together and straight away derive the stiffness matrix for a plane

frame element. Will you try it out? Write down the 6 by 6 stiffness matrix for a plane

frame element with the coordinates as shown here. We have number these coordinates – 1

star, 2 star, 3 star – to align with the x y and z axis. 1 star refers to an axial

degree of freedom; 2 star is a translation, a deflection which is normal to the longitudinal

axis, the corresponding force is a shear force; 3 star is the rotation in the x y plane, which

is with respect to the z axis. We follow the same directions and numbering sequence for

the end node. So, you have 1 2 3 at the start node, 4 5 6 at the end node. Just write down

the stiffness matrix assuming that there is no interaction between the axial degree of

freedom and the flexural stiffness. No interaction between axial stiffness and flexural stiffness.

If you do that, you will find that you just have to add one additional row or other two

additional rows and columns, corresponding to 1 star and 3 star to your traditional beam

element stiffness matrix. You remember we did something similar for

the grid element. In the grid element, we added GJ by L, here you add EA by L. There

is also one notable difference – in the grid element, which we discussed yesterday, 1 star

and 2 star referred to the flexural degrees of freedom and 3 star was a torsion degree

of freedom. Here 1 star corresponds to the axial degree of freedom, so it comes on top.

You can instead of writing EA by L, if you take out EI by L outside the brackets, then

you would say A by I. Incidentally A by I is also 1 by r square, where r is the radius

of gyration. It is the only additional terms, you have,

EA by L, plus and minus which is easy to add. It is not at all difficult once you are familiar

with whatever we have done till now. Is it clear? So, we found that the plane frame element

is essentially combination of the truss element and the beam element. Do you think there is

some possible interaction between the axial and flexural stiffness components? Are they

really independent, as assumed here? We will study this in the next module – module

7, where you realize that there is an interaction between the axial degree and the flexural

degree. In fact, if the axial force is compression, it can be quite significant. If the compressive

force is high, you have a phenomenon called buckling that is possible. If the axial force

is close to the critical buckling load, the flexural stiffness degrades to what? To 0.

That is why when buckling takes place, there is no flexural stiffness left in the beam.

Which intern, suggest that axial compression can actually reduce your flexural stiffness,

and conversely, axial tension can enhance your flexural stiffness. But these are second

order considerations. They do not come in the realm of first order structure analysis.

In this module, we are doing first order structural analysis, we do not look at what are called

p delta fx. We conveniently assume that these two stiffness components are uncoupled, so

that there is no interaction between them. This is reasonably true if you are dealing

with well proportion members, which are not slender and your axial forces are not very

high – not close to your critical buckling load. The other interesting thing to notice

the rank of this matrix is not full. What is the rank of this matrix? 3, because the

element itself is physically unstable. To hold it in place, you need to arrest 3 degrees

of freedom and we will do, when we do the reduced stiffness method. That is why this

matrix is singular, it cannot be inverted. There is no flexibility matrix possible by

inverting this 6 by 6 matrix. You have to reduce it to a 3 by 3 matrix, which we will

do in the reduced elements stiffness method and the inverse of that is the flexibility

matrix. As far as a coordinate transformation is concerned,

I am showing a picture which I have showed in module 3, where we tried to show the relationship

between the degrees of freedom expressed along the global axis, with respect to those expressed

along the local axis and that transformation is T i. If you take one of those ends, it

forms a familiar transformation, the rotation matrix, where you have cos theta minus sin

theta cos theta sin theta, and you have one corresponding to the third degree of freedom

because there is no need to do any transformation with respect to the z axis, because we are

talking of rotation about this z axis. I hope you are familiar with this. Knowing

this, you can easily write down your transformation matrices at the 2 ends. Put it together and

you have this symmetric T i matrix, where each of those blocks in the main diagonals

are familiar to you. So we have to use this, it is familiar to you. So T i matrix is no

problem and the inverse of this matrix is the transpose because it is an orthogonal

matrix. You also need to indicate the global coordinates

in parenthesis, as we did earlier. This is familiar to you. This is a path we will take

to do transformations. You will find that if your programming, it might be beneficial

to do it in a systematic manner. For example, for each element if you pull out the direction

cosines, in terms of theta i, and you call them c i and s i and if you know the length

of the element, you can generate some properties straight away. This is a typical transformation

matrix for any element in your plane frame. Once you input the properties, once you write

the coordinates, it can generate this automatically for all the elements. It is important to note

that you must also put the linking coordinates, which I have shown here – l m n p q r and

it is very easy to assemble the stiffness matrix. From the properties, you can write an algorithm

like this, in terms of alpha beta zeta and delta. And if you want program, it will do

the stiffness matrix generation for at the element level effortlessly. You can go one

step further and do this product multiplication. You can feed in these coefficients, these

elements of your k i T i matrix because this is necessary for you to get the internal forces.

You can go one step further and pre-multiply this matrix with T i transpose and you can

feed in this, in terms of the geometric and material constants that we had expressively.

If you are interested in programming, you can directly feed in these values but you

can also allow each multiplication to be done separately. The choice is yours. We also looked at equivalent joint loads.

Now, when we did trusses, the equivalent joint loads came not from nodal loads and not from

distributed loads but from lack of fit and temperature effects. When we did the 1-D axial

element, you also had the possibility of intermediate loads. When we did the beam element, we did

not have temperature loads but we had intermediate loads. We also had support settlements, which

you also had in the truss. In the frame, you can have anything. You can

have a mixture of everything. You can even have temperature effects. So we will take

a look at the large variety of problems that you can get. You have to follow the same procedure,

you have to find the fixed end force vectors, you have to include any additional fixed end

force vectors that you get from initial displacements. You have to do this transformation to slots

your fixed end forces, along the global coordinates and you have to work out the equivalent joint

load vector. Procedure is same, map is same, territory is familiar. We will do two problems. I hope we have time

to do two problems or at least one problem exhaustively in this session. Take a look

at this plane frame. It has got all the familiar complications – you have an intermediate

load there, 100 kilo Newton, you have a nodal load there lateral load of 50 kilo Newton.

We will also throw in a support settlement of 10 millimeter. The E value is given, I

value is not directly given. It is given in terms of the cross section – 300 by 300.

The 2 columns are square and the beam has a depth of 450 mm and a width of 300 mm.

It is a typical singles bay portal frame. Let us learn how to analyze this. We should

know what the displacements are, at least at the joints. Have maximum displacements.

But more important, we must know, are the support reactions. We must know the bending

moment diagram, shear force diagram, the axial force diagram, which is all easy once you

have the free bodies. So how do we proceed? This procedure is very familiar to us. We

are following exactly the same steps. First, the coordinate transformations fixed end force

vectors equivalent joint loads, next the element in structure stiffness matrices, next we write

down the equilibrium equations and in this case, the support settlements are there. So

you have to bring in that into solving those two equations. You solved the first equation,

you find the unknown displacements at the active coordinates to plug in those values

in the second equation. You get the support reactions, and finally what is a last step

member forces. There you are. So, it is very familiar. The member forces are nothing but

your equivalent slope deflection equations. You have the fixed end forces and you have

the additional end forces that you get from the joint displacements. So I hope, now you

are comfortable dealing with any problem because the procedure is well laid out. You just have

to do your transformations properly. You will find that a conventional stiffness

method is actually very straight forward. Not much thinking to do. It is a reduced stiffness

method, which can be tricky because you are taking shortcuts in reducing your degree of

kinematic indeterminacy. Personally, I think that is a real challenge if you want to do

things manually and write your own programs. Flexibility method, similarly, is very challenged.

But conventional stiffness method, except when you have local complication like internal

hinges of very straight forward systematic, you cannot go wrong. Let us demonstrate this.

First, we have to identify the coordinates the global coordinates. As usual, we will

start numbering from the active degrees of freedom. Since the ends A and D are fixed,

only B and C have the active degrees of freedom, since we choose the origin at A with x pointing

towards the right and y pointing towards the upper region, we follow the same sin convention

– 1 2 3 at joint B and 4 5 6 at joint C. Those green colored arrows are active degrees

of freedom. We also have restrained degrees of freedom and they are 7 8 9 10 11 12, following

the same sequence. And once we know those, we know the support reaction is 1.

What is the input data given to you? Do you have any nodal forces? Yes. You will find

that F 1 is plus 50 and D 11 is minus 0.010 meters, rest are all 0s. You also need local

coordinates, so instead of writing three separate figures, we can write one common figure for

all. This is a standard picture, which will show in all plane frame elements.

In this particular problem that angle theta with respect to the global x axis is either

0 degrees for element 2 or 90 degrees for elements 1 and 3. But in general, it looks

like this – 6 degrees of freedom. This is the standard T i matrix, the transformation

matrix, where you shift from global axis to local axis. It is easy to generate this if

you make a table, which is what I suggest you do, whenever you deal with any frame.

You are shown a single story single bay frame, you can have a 100 story 20 bay frame, it

makes no difference. You have to systematically follow this procedure.

You have to identify your elements, you have to identify the start nodes and the end nodes.

You have to write the coordinates of those start and end nodes, which is what we did

when we did the plane truss. The plane frame is similar. You need not explicitly calculate

those theta values, you do not need the theta values, you need the directions cosines cos

theta and sin theta, which is very easy to generate from the coordinates. Even the length

comes from the coordinate. We have done this before so and go ahead. You can also, in this

table, put in your EI values and your EA values EA by L and so on. All that you need to generate

your T i matrix and your stiffness matrix. So, the moment you give the input, you can

also, if you writing a program, ask it to generate a visual picture of the structure,

so that you can verify at one glance whether you missed out some element is miss located,

which you can do when you do your programming. In fact, all software programs do that. They

also have the facility where you do not do all the steady business, we actually sketch

a picture and it will generate this stable on its own. So, those are all tricks that

you can carry out. We are not studying those tricks here. We are just studying how this

black box works, what is the algorithm inside it, and can we do a minimal amount programming,

and we able to generate make the computer do structural analysis for us. It is a systematic

method – it follows certain laws and it is easy to understand at this stage. It is very easy with that table. You can generate

the Ti matrices for the three elements – T 1, T 2, and T 3, where theta is 0, cos theta

is 1; where theta is 90 degrees, cos theta is 0. So these are very straight forward.

Very easy to generate, if you look at the element 2 – T 2. It is like a conventional

beam element and that is why it is an identity matrix. It is like a beam element

The columns, all frame elements, the linking coordinates are very clear. For the second

element, it is clean 1 2 3 4 5 6 because they are all active degrees of freedom. For the

first element, it begins with 7 8 9 and then 1 2 3. And for the third element, it is 10

11 12. We have to start the start node, it has is at D, not at C in this particular case

or you can choose your own sign convention – 10 11 12 and 4 5 6.

Remember when you do a large frame, it is better to follow those suggestions, we gave

in the third module of reducing your band width by numbering it along the shorter direction.

But we are not looking into those accepts at this stage because we are dealing with

very small frames. It does not really matter when you are dealing with a small frame, you

can do this easily and you can program it. Next job is to find the fixed end forces.

What are the fixed end forces? It is easy to generate. It is a beam element you have.

Of the 3 elements, only element 2 will have fixed end forces because element 1 and 2 have

no lateral loads on them. You have a concentrated load located 2 meters from the left end. You

know the formula – w a b square by l squared – put the signs correctly, and work out your

vertical reactions. You do not need to draw the shear force and bending moment diagram

but if you wish, you do that. You can pull out the fixed end force vector

for that second element. And for the first and third elements it is going to be null

vectors. Nothing new. This is what we have been doing for the beam and the truss and

the axial element. So you got this? What is the next step? You have to switch from local

to global. How do you do that? You just have to pre-multiply with the transpose

of the corresponding – T i matrix – and you put alongside the linking coordinates.

You know the linking coordinates, so you first do that product. And after you have done that,

you have to do the slotting. That means, whatever you get in coordinate one from the 3 products,

you add up algebraically. After, get the answers, you can just go back and check and see if

it make sense because visually you can inspect and see whether it make sense. And you will

find that in this case because only the top beam, the horizontal element has loads, nothing

is happening at your FfR level. There is no fixed end force going to your restrain coordinates. You can also draw a sketch after you find

the net load vector. Net load vectors FA minus FfA. FA has only one nodal load. F 1 equal

to plus 50 kilo Newton. You do this product and draw a sketch. You have actually converted

your original problem to this problem and the equivalents is – we all have the same

DA vector, the active displacement vector. You will also notice that, in addition to

the forces, you have support settlements, which come from the DR vector. You have D

11 having a value of minus 0.01 meters. Next, you generate the element and structure

stiffness matrices. Actually, you can do this earlier because the computer does not wait

for the loads. It straightaway does all these. These are properties of the structure, you

can write this algorithm. We have already plugged in those values in the table so in

a , it will generate all this. There is nothing much in it. Once you have done this, your next job is

a little tricky. What you need to do now? You have to assemble all these matrices by

first converting them from local coordinates to the global axis, and then slot it. That

takes a little thinking. By summing up the contributions of T i transpose, k i star t

i, you get k i. k i is the same stiffness matrix, realigned along the global x y and

z axis. It will typically have the coordinate format as shown there. You can say, it is

kA, kB, kC, and k C transpose. On the other side it is going to be symmetric.

So I can generate for each element these three values – kA, kB, kC, and I put a superscript

i to identify which element is where. Now, I should do my slotting very carefully. The

slotting comes from understanding the linking coordinates. For each of them, I have a 6

by 6 matrix, and at the appropriate coordinate locations the structure matrices matrix k

of order 12 by 12 satisfying F equal to kD can be assembled. It takes this form. Now,

look carefully at that form. The coordinates 1 2 3 will be affected by which elements?

By 1 and 2. It is going to be affected by the tail end

of 1 and the start end of 2. That is how you write kB of 1 plus kA of 2. That is a clever

way of doing it. Now, you can program it to do this automatically. But if you are doing

it by inspection, you have to do it carefully. You need to assemble this with some care.

And would you like to do an assignment – one problem of this type, so that you get a feel

for it. Your last assignment you will do this. It is going to take time if I am going to

explain this by myself but I would like you to generate it make sense of this, and generate

that matrix. It should be symmetric. So, it is easy to generate one side of it. You can generate this from all those three

matrices. So this is kA 1 kB 1 kC 1 kA 2 kB 2 kC 2 kA 3 kB 3 kC 3, which once you assembled,

you put all together and you get the full matrix – you get kAA kAR kRA transpose and

kRR. o, you got the full structure stiffness matrix but it takes a while. You do not attempt

doing this manually. It should be done through MATLAB. May be to make your life simpler in

your assignment I will give you – a 2 bar 2 member, I think. So, you have to add only

for 2 members. Let us see how you do that. Make step is very clear. You have got your

structure stiffness matrix, you have got the transformations, you got the net load vector,

you have this familiar equilibrium equation and you plug in those values. And you can

find the active displacements by solving that equation – you kAA inverse. The computer

can do it for you. You have a MATLAB inversion program, which can handle it your matrix is

well condition. So you are pretty well assured of the results that you get.

It is nice at this stage to look at those numbers. Do they make sense? Is that the kind

of values that we get? Do not get scare looking at them. Try to draw the deflected shape.

It will look like that. And we will find that everything make sense. D1 tells you that joint

B is going to move to the right by 13.39 mm. That is okay. 13 mm, is fine for a big structure

like this. The right end will move 13.33. The little

differences is because of the axial deformation in that member and bit of rotation. Joint

D does not go down at all because at far too many 0s there in that but you will find that

C goes down and that corresponds to D5 goes down by 10.08 mm, which make sense because

your support is going down by 10 mm at D. So, this is a kind of feel you should get

once you get the output. Do not just get the numbers and see I have got just give me full

marks for what I have done. See what you are doing. Understand the physics behind the problem.

It should sway the way you expect to sway. So, that is how the displacement vector should

be interpreted in practice. Then, your next step is to get the support

reactions, which you can get by solving that equation. You plug in those values and see

whether it make sense, see especially whether you are satisfying equilibrium. That check

you can do. You need to do many checks including the moment equilibrium check, but at the very

least, you can add up the forces in the vertical and horizontal direction. It should all add

up to 0 then you say, at least my solution satisfies equilibrium that is for sure. Hopefully,

it also satisfies compatibility. It will because the stiffness method begins with compatibility

and equilibrium is the final solution. Then your next step is to find the member

forces, which you can do you. Already have these computed and stored in your memory the

k i T i. You plug in those values, you get the member forces

for all the three elements. Then you draw

free bodies. When you draw the free bodies, you will find you are now in a position to

draw the bending moment diagram, and if you wish the shear force diagram, etc. As easy

as that. So, we have done 1-plane frame element, solving by this method. Looks like, we have

finished early, so it is a good time for you to raise some questions on whatever we done

till now. Do you have any questions? We would able to go fast only because we have travelled

quite a distance to reach this stage. We have done the truss element, we have done trusses,

we have done beams, we have done grids and what now? We are doing frames. Let me ask

you a question. Take that same plane frame. Let us subjected to temperature loading – let

us just heat it up. How would you solve that problem? Let us say the temperature is increased by.

You can have seasonal variation of temperature of this order. How would you deal with this

problem? Fixed end moments. How do you get fixed end

forces? There are no forces given. Minus

Sorry Point b star

Let her answer. We find the changing length and force we deduct.

What kind of force will you get? You find the change in length. You have elements 1

2 3, the change in length will be used as a notation e naught – e naught i will be

L i alpha delta T. You got this, now what? This is the free elongation, if it is allow

to freely elongate. So you should say that I take the primary structure. In the primary

structure, all these ends are restrained artificially. In the primary structure, you have a temperature

raise. You end up with axial forces in all those members which you can calculate. Then

what? That is what you did in a truss remember. Added to what? there is no other loading.

Sir that is the vector because of the elongation there is an actual component that is the first

order. So, we are saying, you have a delta F vector

at the element level. Let us do it for element 1. What will it look like? For element 1,

what will be

the size of this element? 6 by 6.

It will be 6 by 1. What do you write for the left end? This had if you remember, 7 8 9

and 1 2 and 3. The linking coordinates are 7 8 9 and 1 2

3, and the element itself had 1 star 2 star 3 star 4 star 5 star 6 star. How do you fill

up this? What is the first element? We are looking at an element like this with this

as 1 star, this as 2 star, this as 3 star, 4 star, 5 star, 6 star. This is the element

1. This value that you get, what do you do with that? What should I write?

EA by L. Is it plus or minus?

Minus. If you heat this up, it is going into compression.

So, what are the end forces that you get? This will be positive or negative?

Positive. It is going to be positive. It is going to

compression means you press it down like that, so this will be positive and this will be

negative. What would this quantitative? This will be

positive and this will be negative. Let me say, plus N 1f, minus N 1f, where N 1f will

be EA by L for the first element primes e naught

1. So you will do that. What do you get here? 0. Here? 0. Here? 0. Here? 0. Likewise, you can generate this vector for

all the members. In fact, we used a word called delta star initial for this. You have done

that then what you do? You now need to convert this into the global

coordinates by pre multiplying it with T1 transpose. And what do you get? If you add

up for all the elements, you will end up with delta FfA delta FfR. So, you have got nodal

forces, you have got equivalent joint forces, and you find that you actually going to analyze

a structure with what kind of forces? You have to apply it in the negative direction.

What is your net load vector going to look like?

What is it going to look like? Show me here. Do you have force acting down? Yes. We will

be acting down or up? Down.

No, you had compression acting here, you have to reverse it because it kind of had to hold

it down. You have to let go. So will it act down or up?

Up. It is going act up, so you have a force acting

up here, acting up here, what about here? This wanted to expand, you held it back. Finally,

a plus. You had some support reaction, so you actually analyzing a structure like this

and will this cause bending? Yes.

For sure it will because if this moves laterally, this does not move. You got a chord rotation,

so you will have a curvature. You will have a bending moment diagram. It is a very interesting

problem. One which I wish you will solve on your own. So, the subject is beautiful, if

you can link here left brain with your right brain. Understand the physics of the problem

and you have got a powerful tool to handle any kind of loading on any skeletal structure.

Thank you. I am glad you raised this point. You are right;

we have to correctly put the linking coordinates. As far as the element is concerned, 1 and

4 are always axial degrees of freedom. So you are right. This should find a place here

and this here, because this corresponds to 1 star, this corresponds to 4 star, and this

incidentally is F star f. So, the mistake we made was in putting the linking coordinates.

1 star actually matches with 8 star, not 7 star; and 2 star matches with 7 star. That

is a correction we need to do. This will be 8, this will be 7, this will be 2, and this

will be 1. You strictly follow the fixed end forces at the element level and place the

linking coordinates which come with your Ti matrix; be careful. Thank you.