 A. Carr, A. Jamali, Barry, Bowman, Brown, Braun, Bush, Boucher, Calzado, Contu, Carrington, Casey, Chung, Clark, Cook, Curtis, DeVila, Estes, Bull, I don't believe it. Forrester, Forrester, Bolton, Gamble, Graham, Hardy, Hilbig, Who, Johnson, Kuntz, Lahag, Leon, Mace, Mitchell, Naible, you jerk, you jerk, dead gummit. Perkins, you better not do that to me. Perkins. Yeah, oh, yes, this is impressive. Yes, this is late Reeves. Perkins. Look what you guys got here. You're making all kinds of mistakes here. Reinhardt, Raymond, Rutz, Savoy, Sudoki, Stein, I know Stein, I was here. We already talked. Stevens, Tar, Tar, Taborga, Taborga, Thompson, Thompson, Tidewell, Tidwell, Triska, Bickers, Wiley, Zepeda. Well, now I know why the class looks so empty. Where's Estes? Estes? Oh, golly, okay. All right. Just curious when you bring me up, Qize, and I don't understand. I've been there every time I never missed. All right, we were working on a beam that was possibly going to laterally, torsionally buckle. The last thing we did last time, the first case we studied, the L sub B of the beam was relatively short, less than L sub P. Therefore, we were in the stability range of no elastic buckling. It is a compact shape, so I'm not going to have to worry about if the flanges or the web buckle, that won't happen. So it's merely a matter of lateral buckling, yes or no. Now then the beam is 20 feet long. Obviously, we've got to know where these points are to know if we're beyond or before these points. We have equations for them. Here's where the L plastic is where the plastic moment quits being available to you, and you have to start reducing the nominal moment. This is your plastic moment. These need fees on them someday, obviously. This is M sub R. What is M sub R? Sir? Sir? Yes? Go ahead, answer the question. You don't know? You don't know your own name? That was the question. What's your name? Iyer? I'm sorry? Curtis, okay. Mr. Curtis, what does L sub B stand for? Ask your buddy there. Don't know? You don't have an idea what L sub B is? Geez, man, you guys really need a better prof. I'm telling you. L sub B is the unbraced length of your beam. L sub B. It can fall between zero, L plastic, L plastic, and L when the radius of gyration seriously takes over. Yes, I know. All this stuff is on the tape. You say, I just watch it. I never listen to you. I watch it at night. It's no less boring in the evening than it is now. Plus, I get a little bit of social time in now. Or a little relaxation sleep. Yeah. All right, so this one's going to be 20 feet long. Here's the equation for how long L plastic is. You know, I'm sure you hope that I won't give you one that you're not given LP in the book, most of them are in the book. And here's the equation for L sub when the radius of gyration, wow, man, have to really be mad at you. There's one or two in the book that are wrong, I think. What I might do is I might ask you to verify the number in the book and then watch you go crazy. So anyway, this one's going to be at 8.69 feet. And this one's going to be at 29.28 feet. We're between 8.69 and 29. We're about 20 feet right about here. We know which equation to use. We use the equation that is the straight line equation starting at the plastic moment and dropping at a given rate depending on how far L sub is down the road. L sub B minus L sub P is how far to the right you went beyond L sub P. L sub R minus L sub B is the total length across those two dimensions. Here is your height. Your height is 0.7 F sub Y S sub X. That's M sub R. That's this point here. From M sub P, that gives you the drop. And then the drop divided by the run gives you the slope. There's your drop divided by the run. And then because there is no C sub B value in this region, in other words, you're already at the peak. You can't go above M plastic no matter what. So there is no correction factor for you in this region down in here. But in this region, you may really not have bent your beam as badly as Timoshenko thought you might be able to or that you really could. So somebody came up with a Christmas present, a correction factor in bending. It's always bigger than one. If it was less than one, it wouldn't be a very good correction, wouldn't be a very good present. But you do have to be careful because this thing here may say five. So you come and pick the number and that right there, and then you go talk about the correction factor. If it says five, come put you up here. You cannot go above M plastic. The C sub B is in the straight line part of the equation is where it says less than M plastic. So you put in M plastic. We got that from last time because that was the answer last time. I went ahead and divided it by 12. He waited until the end and divided it by 12 down here. There's your M plastic minus here's your M sub R. Here's the base of that M sub R, that M sub R from the M sub P. There's your M sub P minus this gives you the drop. There's how far it dropped over. That's how far you went out. It's just a straight line equation, 479 kip feet. So 479 kip feet is how much you got. If you don't take the Christmas present, if you don't take the Christmas present, then I don't have to worry about this equation ever lying, trying to push you above M plastic. I don't know, did we maybe we haven't gotten to that yet? Does he he says C sub B is a one? I think we hadn't really talked about that in enough detail that he he just told us we were going to take C sub B is equal to one for these cases. Then he also didn't tell us how it was bent. We don't have a moment diagram for it. So we wouldn't have any choice but to take C sub B is equal to one. So then the design strength is our nominal strength, which is the plastic strength times 0.9. Now then I don't remember what we got before, but I guarantee you we got less. Got 343 kip feet out of that equation. Now there are graphs for the beams that give you this. That's exactly what the graph looks like. So that for most beams, you really can say I've got a beam that has an unbraced length of 20 feet. And I know it needs to hold a moment of some number. And so it'll let you pit the beam. We'll get into how you use those later. Well, here's one of them. A hint of things to come. You and I are working with a W14 by 68. You'd have to dig around before you can find that because there's a lot of these things on a page and there's a lot of pages. But there are ways to track down this person. And for a 20 foot length, you can come up until you hit the W14 by 64. And it's between 330 and 345. We got 343. That sounds right. I mean, it's not surprising that we get the same answer from the equation that he has plotted in the tables or on the graphs. You have to be careful. They've got two numbers. This one's for a loud stress, this one's for our LRFD. You've got to be careful. The scales are goofy. They look over on the right and it says, now this one's already got the fee in it. Here's your fee. It'll be listed on there somewhere. Available moment, done list the fee. Most of these things have the fees listed on a graph somewhere. But I guess not. I guess you just got to know it. Fees 0.9. So these are already multiplied times 0.9. And the graph uses three Kipfoot increments for LRFD work. The numbers on this side are for loud stress. And they are in two Kipfoot increments. Now let me think about this. You can also tell from these graphs where you're at. Don't have one here right now. But the graph basically looks like this. Of course, you're just getting a very small picture of it. But you can tell where you are by, you can if there's a dot, like you see a dot. That dot right there is definitely this right here. So you can tell and you say, who cares? Well, I don't care. But I can tell you that's where Mr. Euler is taking things into his equation. And this one here is that straight line equation because you see the little open dot there. That's just the way they plotted them. Yes, sir. That's correct. And the reason is they're so nice for design. If you need a beam that'll hold 375 Kipfeet and is 22 feet long, then you come up to 22 feet long and 375 Kipfeet big. And anything above that point will work. And that one will work. And that one will work. And that one will work. And that one will work. And that one will work. And that one will work. And that one is the lightest. In other words, you check all the ones below it and you'll find they all have a heavier weight per foot. Normally, they'll be shorter beams. Very cool. That is correct. They will be the lightest intersection. So just try this one. For instance, you got a W16 by 677. And if you go up a little bit, you find an 18 by 76. So that's why it's more solid because it's lighter than the ones below it. If you need this much moment, of course, you start there. And the lightest one is 12 by 79. If you started right here, then there's one that will work, a W12 by 87. But you'll find lighter ones up here. Then you pretty much got your choice here. One's a W16 by 89. And one's 18 by 86. And this one is taken over. And then, I don't know, that's interesting. You know, you can't hardly tell what you do in that case. Let's just just write that one out. Don't go there. Right. All right. Now, we're flipping back and forth between me, my notes on the new book and the old book. Now then, we're going to go to the same W14 by 68. It's going to be 30 feet long. Here are the two numbers we talked about, L plastic L where the radius of gyration is killing you 8.69 29.28 found by a long and tedious work with an equation. And 29. So we're over here at 30 feet. Now we're a little to the right of that at about 30 feet. That's what you and I would call L sub braced. That's our braced length. Since it is above 30 feet, we have new equations, equation F24 on this page. You want to see a copy of it. That's where you and I pulled a bunch of stuff out just so I could get back to it. The variables are found on page one dash 25 on page 203 h. In other words, if you want C sub B or E, well, you won't get E. J, C, 8, 0, all of these numbers have been worked out for you, although a lot of them have equations. In case you're going to build something yourself, but you stick all those numbers in there and you find the critical buckling stress of the beam is 33.9. And the next equation F23, I guess the one before it actually gives you the nominal moment, take the critical buckling stress times the elastic section modulus, you get 291 kip feet. And since he told us to take C sub B as equal to 1, I'm in no danger of them lying to me. This will be perfect, but you always want to check that it's less than in plastic. And it is because we kept getting in plastic was this number. Now we're down on these numbers. Now we're down in these numbers. To get the design strength, you're going to take nine tenths of the nominal strength. And then he hasn't told us what we're really doing, but you then of course must check that your ultimate request is less than how much moment you have available at that length. Yeah, I guess we hadn't told you. I just told you C sub B was the thing that we had coming and really got into it yet because I see it's coming up now. Now when Timoshenko derived all of those equations, he was a very famous person in mechanics. He did a whole bunch of other good stuff. He said, look, there could be anything, the moment diagram could look like this, could look like this, could look, you know, I'm just going to do one. I'm going to do one, I think we've talked about this, where the moments on each end were equal to each other and every little fiber on one side of the beam is just screaming its head off that it is reached its limit and wants to buckle. That'll be the worst case and that's my question. If you want to do something with that because sometimes you don't actually put that moment on all of the fibers and some of them are not screaming, you're killing me, you're killing me, that's your business. And that's what they've done to correct the fact that Timoshenko's stuff is a worst case. That correction factor is 12.5 times the maximum moment found in your span. Your span will always be the distance between braces. So for example, if you have a beam that looks like this, you will have braces there whether they show it in the book or not. That's required, that's required by the specs. Okay, no idea how that happened. And if you all also braced it here and also braced it here, you couldn't get a brace there, then I need to know what the moment diagram looks like between those two braces. And I need to know the moment max, let's just say that your moment diagram looked like this. That'll be fine. I need to know your maximum moment, and I need to know the moment of the quarter point, the moment of the half point, the moment of the three quarter point. And in this region right here, I need to know M max and I need to know the moment at A, the moment of B, the moment at C, moment at A, moment at B, moment at C. And for this one right here, I need to know M max, and I need the moment at the quarter, a moment at the half, and the moment at the three quarter point. And I plug those values into this equation, and that's the correction factor. And it's perfect, it just does an excellent job of telling you how much more moments you can have out of that Timoshenko equation, because this beam was not stressed up to its max. However, sometimes it just gets a little too zealous, and it lies. I'll show you an example. This is your correction factor. Now, when you take a look at the thing, all of these numbers are absolute values. In other words, believe it or not, if this is a brace and this is a brace, and out of this, to me, I see that one, but this looks a little bigger, that's M max. And between the brace point, there's M quarter point, M half point, M three quarter point, some are positive and some are negative. The correction factor, they tell you to put in nothing but the absolute values. And it seems a little strange, basically what they're saying is, is this beam has the same tendency to laterally torsionally buckle as this beam. So looking at it a little closer, if I was going to look at this beam and say, I wonder if he wants to laterally buckle, this is a positive moment, means the top of the beam is in compression, they're the bad fibers that are, think they're little columns. And down here where there's a negative moment, the compressive fibers are on the bottom. Looking at the beam from the end, I got a bunch of people on the top wanting to buckle, they don't care which way, left or right. And these people have a compressive side and they don't care which way, left or right, they always seem to get together, they don't all just, you know, want to buckle that way. This guy wants to buckle clockwise, well this guy will take his lead and he'll buckle clockwise. And I got a problem not at all torsional buckler. Whereas if you had a moment diagram that looked like this, don't ask me how you'd get such a thing, then you'd have compression, compression, compression over this length, some bad, some not so bad. You'd have some compression in this region, some bad and some not so bad. These are on the top, they want to buckle clockwise. These are on the top, they'll go the same way, they'll want to go clockwise too. So it really doesn't matter whether or not the moment diagram changes size on you, the right numbers to put in this correction factor are the absolute values. Whether or not your moment is this is 200 and that's 300 and this is minus 150, you put in the absolute values. Purpose of C sub B is to account for the fact that you did not stress every fiber on the compressive side of the beam between the points of lateral support to the same extreme values as assumed by these equations on these pages. Sometimes you got to study two ranges. Here's a beam, got a 12 foot length between braces, and it is not too badly stressed most of the time, just a little of the time. And here is a 6 foot short length, but the whole dang thing is horribly stressed on one side of the beam. I do not know which one's going to control. You'll have to check this one for strength and you'll have to check that one for strength. This one you won't have to check because you already checked it here. If it doesn't make sense, holler. You don't see it if you say, well it's pretty obvious. He either has a short, highly stressed section or a long, not so highly stressed section where he gets a nice C sub B. How much C sub B do you get out of this piece? Craig? Is that who that was? Clark? No, not Clark. Casey, Chong, Cantu. How much C sub B do you get out of this little piece of beam? And I don't. Most people don't. He thought I was talking to him and his heads going this way too. Anybody? What is C sub B for this? 1.0. Good. I mean you're catching on. It's going to take a while. The reason you don't get a C sub B out of this or you get a 1, that's nothing. You get no present is because every little fiber is stressed right up to the limit. And you only get Christmas presents if some of your fibers are not squealing and hollering that they have been run right up to their ability to take load. Um, we just covered that. I'm getting back into the equations listed in the new text. What page that is 1416.1 dash looks like 46 got erased for some or somehow. Try and tell you where to find these things. That's 90% of the grief in this class. It's where the devil to find these things. Absolute, absolute, absolute, absolute. Here's a beam. Got a brace on the end, got a brace on the end, got a moment on that end, got the same moment on that end. M is equal to 100. M is equal to 100. There's the moment diagram. M max is 100 at the quarter point, at the half point, at the three quarter point. Here's when M max is equal to the same all the way across. It's just M. Get 12 and a half M divided by two and a half M max, three times the moment of the quarter, which is M, and four moment in the middle and the moment of the three quarter, 12 and a half divided by one, two, three, four, five, six, seven, eight, nine, 10, seven, 12 and a half over 12 and a half. It's a one. First case. All right. He wants to know C sub B for a uniformly loaded beam. He says M max is W squared over eight. So he writes down W squared over eight. To get the moment of the quarter point, he draws a free body and he solves for the moment at the one quarter point. That's what he calls M sub A. This will also be M sub C at the three quarter point. Solves for that by statics. Puts the numbers in. There's W squared over eight max. There's W squared over eight max. There's W squared times three 30 seconds is the moment at the quarter point. There's the moment in the middle, which happens to again be M max. Here's at the three quarter point. I'll let you check out the equation for M max. Here it is right here. Three 30 seconds. Crank that out. You get a one point one four. Which means in the very common case where you have a uniform load on your beam simply supported, you can count on a 14% increase in whatever Timoshenko tells you. You don't ever have to work it out again. Unless you can't find a page to reference it to, if you just say times one point one four, I'll say no fair copying from your neighbor. That didn't come in from the neighbor. It's one point one four. Well, tell me where you found that. Here it is. Three dash 18 page 210B. See, I've got a 210s past this page. NB 210B 210B 210B. Here we go. Write out a page three dash 18 in your AISC manual. Here's your case uniformly loaded. Now it bothers me a little bit that they say none because that's not true. There's some, but I really think it ought to say at the ends only or either that are none in the middle. None other than the end points. There's your ccb, 1.14. What if you brace it at the ends and in the middle 1.3? What if you brace it at the third points 1.45 on the two ends and 1.01 in the center? Look at that. You get almost no Christmas present at all 1.01. Reason being, here's your brace, here's your brace, there's your M max, there's your moment of the quarter, there's your M at the middle, there's your moment of the three quarter. You didn't hardly not stress it at all. You pretty much stressed it right on up to the limit pretty much. So you don't get much. At the quarter points, at the fifth points has a bunch of numbers for you. Here they are with concentrated loads. Here's a floor, a floor beam floor system. There's four beams on here. None, they don't even know the others exist. When you put a load on this one right here, the beam which was nice and square with the world very likely will have a tendency to flop over on the side and dump the load off on the floor. So people not wanting that to happen will probably come down and they'll put braces thereby supporting this one right here in the middle and here's a horizontal brace which quarter point and at this point and then when you put the load on it they all flop over. It's just like four drunks all trying to help each other out. So what happens is that's not going to work. You're going to have to also add some bracing like this. In other words then when this person says why don't we all do this, this point will try and move up and this point will try and also move up. Problem is is in order for that person, in order for this person to move up, it's now supported so it can't move up. So when this one tries to move up, that right there will stop it from moving up and since you've braced this one then you don't need any more bracing like this. They really wouldn't put it on the end like that. They put it in the middle so it's not so far away from the other spans and then a full set. Theoretically speaking you don't need this last set because this last one right here should be able to dump its load back in tension, compression, tension, compression, tension but that's a long way to get to something solid and so usually they'll just and you will just go ahead and put another set of bracing and then that ought to brace this down four, five, six beams much further than that and you're asking this to compress this member, compress this member, compress this member, compress this member, compress this member, compress this member, compress this member and go in tension over here. After a while you're going to want another set. Now the textbook gives you several C sub Bs. He actually gives you a couple of C sub Bs that are not in the in the manual so probably the best thing to do is where you have the page in the manual is just copy. This is a very common one where you have moments on each end. Just copy anything that's in here on the page in the manual which is perfectly legal then you got it. There's the one you and I just derived. Here's one with the brace in the middle. We didn't derive it but we saw it. Here's the one for a concentrated load in the middle. Here's the one for a concentrated load in the middle with the brace also in the middle. Here's one for equal moments on each end. That's probably why the book doesn't show that other AISC manual because it's it's a little unusual that you have the same moment on both ends of a beam. That comes when you press on a frame. When you press on the frame this thing if it didn't roll at all it would come out here straight but since it does roll a little bit and bend this girder that means that somebody did this to the girder. Same way with on this one you know you might think it comes out straight but if you stop holding it and let it do what it wants to then it's going to roll a little bit which means that you've done this to the girder. We already talked about rolling those points. Remember when we had the nomographs with G in them? So you could have the same moment on both ends and if you do you can get a number but if you tell me this is m1 and this is 0.8 of m1 well then I got to have another number and since there since there isn't any limit to you know what you might run across those I don't think the manual bothers with it they just ask you what is m max well this one what's the moment of the quarter what's the moment of the half what's the moment of the three quarter and get a correction factor from that. Now here's one that's not really what the book had in mind but it's not to scale I'm telling you this is 20 feet 6 feet 20 feet there's the one where you wouldn't know whether to study the long lowly stressed beam or the short highly stressed beam you just about have to check them both here's one of the moment on one end only m max mth quarter m at the half m at the three quarter c sub b same thing this is the old text with all my pictures on it I've already talked about this we talked about this here's one this one is longer than this span the moments in this region are higher than the moments in this region you could easily say it's my opinion I'm willing to take my chance with a few points I'm only going to study this section because it's longer and because the moments are higher and I'm not going to study that one if you got some good engineering reason that makes sense then that's okay oh you're right they're both the same length thank you I was thinking this one was longer even if they're both even if they're both the same I would still say that the moments here are higher at all three points at quarter middle and three quarter then they are here and this m max is bigger than this m max study that span only there's the books there's the manuals opinion of the earth that he thinks are practical that you can use we were working with uh w 14 by 68 I will tell you that in the manual there are a set of things called z tables they tell you the plastic section modules you can also get these from the dimensions table but also for your convenience you remember that number right there 8.69 that was l sub p you remember it had the square root of the square root of the square root squared raised to the e power and all that nonsense there it is for that beam and there is l sub r and they have grouped other things they find that you need commonly and stuck them all on one page like a moment of inertia about the strong axis like the plastic moment times fee and bending and here he tells you a little surprise I don't remember them not telling you piece of beam on just about anything where they use it and that was 431 here's your fees to be m sub r these are allowed stress people this is your best friend we'll get to that these are sheep that's sheer but that's allowed people there's sheer capacity of the beam on the end of the beam or any place on the beam good tables uh study span a b only study spans b c and c d only this and that of course or oh no that one's longer than this one so these are the two I would have to study this one I don't have to study because straight lines 1.67 given right here I mean I have to study it I have to think about it I have to consider it straight line bending moment you know that straight line bending moment is not given in the yeah it's on this other guy here moment on one end no moment on the other end straight line 1.67 that'd be another good one to copy down in the introduce it into the manual now here we go the beam it's got 200 kips or something on it at five feet and there's also a hydrogen balloon connected to it that's 2p and that's p and then here's the rest of the beam this is a and a and 10 a first thing I do is to get a sheer moment diagram I solve for moments about this point 2p times a minus p times 2a that's already that's already zero so this reaction is zero all sheer diagram here's your moment diagram moment diagram will go uh this reaction is p this moment would be p times a p times a this moment would be zero again here's your moment diagram so now here you have a beam and this beam is 12 a long it's got a little spike moment and I don't know what those are doing there because they're not anything really somebody asked me something and the m max is p times a and the moment of the quarter is zero and the moment of the half is zero and the moment of the c is zero when I plug that in to c sub b correction factor 12.5 times p times a divided by 2.5 times p times a plus zero plus zero zero all right I get a correction factor of five now this is I just pulled one out of the book here this is for a w 21 by 55 I went and looked up its lp I looked up its l sub r and so I went past l sub r went out to 20 feet and and I actually just pulled this number off of page three dash 129 those those graphs rather than solve for it and so according to timaschenko's equation I had 231 coming to me and then I talked and the christmas present guy says don't forget I got a package here for you with a bow on it oh I forgot I get more than 231 don't I he says yeah multiply that rascal times five but 231 times five one two three four one two three four five and I should have written it down oh here it is down here's 1155 kit feet wonderful I can use every kit foot that's there eyes all lies can't go above in plastic I mean that's all that's there so that's the limit how much you get 473 and you can have the 473 it's really yours and you really do have a strange situation where your beam has very little tendency to latterly torsionally buckle but the moments back in this region they're going to form a plastic moment they're going to fail the beam at that point so be careful when you multiply that ccb in there it does not increase the moment according to timaschenko's equation above in plastic we were using a w oh here's the yeah this is the w 21 by 55 this is where I got this number from although it may not look like it on this curve here's the 231 I'm looking for a w 21 by 55 picked it random 20 feet long here is the 20 feet long I only looked at about 30 pages before I finally said oh there it is a w 21 by 55 and it has you know somewhere out in here it says I got 231 kip feet where I got it from and incidentally here's your 21 by 55 it goes to there and they just quit telling you they just don't even give you anymore they said look you're you're crazy if you use that beam for anything any longer just doesn't have enough strength left to make it worth you while go get a bigger beam all right now then what do you do if you have flanges it really are long stick out and they're skinny really very simple if you remember your formula I wonder if I could find that I doubt it your formula in in first place in this region you're going to have to find out whether or not the things are too slender the web and the flange in this region you're going to find out if they're too slender but down in here you are losing so much strength that you just never find that those things control they barely control even over in this region here here's what your equation said it said m nominal is equal m nominal is equal to m plastic minus it had m plastic parentheses minus 0.7 f sub y s sub x then it said l brace minus l plastic divided by l when the radius of gyration kills you minus l uh darn it l plastic that was the equation for how much your beam lost strength as you got out into that straight line portion what it turns out is the same thing exactly happens to you if the lambda of your flange or the lambda of your web gets out past lambda plastic and lambda radius of gyration equation is identical the only thing is instead of sticking in l sub b which you get to say what it is that's how close you put the brace points together you use the lambda of the flange that's that major of how much tendency it is for it to buckle locally b sub f over two t sub f here were your things out of that table one was lambda plastic and one lambda radius of gyration but i don't know if you remember the numbers 0.38.1 good chance i brought that table with me here's a w14 by 90 look on the next page there are your b sub t over two t sub f's there's your web tendency to buckle i guess i got that table i remember trying to remember the name of it too don't remember the name of it but i remember this there were two of them there was one of them for columns and there was one of them for beams and one of them said compression members and one said for bending members and it had you remember that case one case five case nine case 15 those are the tables i'm talking about where these things right oh here they are right here it is on page 16.1-47 now that's the equation thank you 16.1-17 never do that again i will remember to write that down now then on page 17 do we have columns or beams beams is the one i'm looking for that's where those came from and you find out how much your nominal moment has been hurt by simply running that equation out right there and he's got an example of it right here where you plug in the lambdas rather than the links and you find out how much the beam has been hurt if at all you only do that if it's got slender slender elements you only do that for this guy you only do that for this guy because there's your f says you've been hurt in flexure see you next time yes sir great where are we going i mean if you want to come with well you're paying an orange i don't have any money is that why you're here yeah oh no you're telling me you're going to go without me oh this sucks man look at this possibly take the makeup exam that's okay what what exam did friday not this friday next friday okay it happens okay what's not fine oh you know i'll make out a make out for you website right everything no no that's okay yeah yeah okay you really did read that yeah everything i'm gonna be fine that'll be fine and there'll be somebody you know will not also take it i'll know friday who doesn't so i'll be email your stuff so i won't bother emailing you i'll email anybody else who didn't take it then i will tell you who and i'll tell them who are you gonna have well it won't be a week after yeah probably if any if i can get them back on monday now you know are you gonna be back monday they may not you know if they're in the hospital or something they won't be so it may be longer than that so we'll work it out all right where are you going wow never been to martigar okay okay thank you yes sir on monday yeah picked it up today irrelevant homework please submit again well these okay he just wants you to stick it back in the envelope oh okay he just didn't know what to do with it you know and he's so swamped as it is the thing it's a lady yes ma'am and when is that yeah but does that mean is it on a major exam day or something that's yeah that's fine no that's fine just take a look at the videos and keep up with the class notes as best again and if you see a pop quiz go look and see what you do in case you miss a pop quiz you can turn it in afterwards it'd be all right but again if you do that see he handed it in early and the guy wrote this is irrelevant you made him resubmit it so you can do that or you can hand it in afterwards we'll be sure you write uh excuse absent just get me to initially at the end of class and then we'll throw it in a store in the stack thank you thank you okay