 Okay, we've already talked about quite a bit of this material. You can't hardly help but talk about it, you know, and can't hardly go find it in the book and then switch back. So some of this stuff we'll just cover lightly. Basically the strength of a structural member are the load applied to that member. If you'd tested them a thousand times, how many people are here, maximum, we wouldn't test it during 8 o'clock at night, you'd find it's a random number. Probably got quite a bit of variation on it. Maybe who knows, you might have to take the average and multiply it times 1.6 to really get the worst case we found somewhere in Tulsa or someplace. And the strength of the member that you're designing. If you make a thousand angles and you drill holes in them and they all look identical and you test them all, you'll find there's variation in them. And who knows, you may have to multiply the nominal, that's kind of the average, the mean of a thousand tests, the nominal strength times, I don't know, maybe times 0.75, knock off 25% of the strength that you do have on average but you just can't count on it. So there's basically your factors of safety by multiplying your loads in various combinations times 1.4, what was the 1.4 for? Dead load alone, what does the dead load get in most, all of the other load factor, load combinations 1.2, see there's people going to make an A. And then this multiplied times 0.9, losing 10% of the strength, if it's welded because the wells carry the flow of load very nicely. And maybe times 0.75 if you drill holes in it, which are caused quite a bit of variation in the strength and we're going to, our job is going to make sure that under no reasonable likelihood will the loads exceed the expected strength on these structures. They're basically dead times maybe 1.2 plus, 1.2 minus, maybe three sigmas are in there. You're guaranteed, they're very likely to get about 68% of the strength between plus or minus a sigma. We're going to make you multiply it times 1.2 so that there's very little chance if any at all that the member strength will be less than the excessive dead load strength. Here's your live load, got quite a bit more variation in it, that's why we make you multiply it times a larger number. Here's all your loads put together, there's the mean of the dead, the mean of the wind and the mean of the live, already multiplied times 1.2 are some factor, I don't have a factor because I don't know exactly which equation you're putting together right here, but the mean of all of them put together is somewhere out here, 150 plus 350 plus 650 and the variation is even smaller because you've had statistics, you know that if this has so much plus or minus three sigmas and plus or minus three sigmas and plus or minus three sigmas when you add them up, this one is probably here, when this one is probably here, when this one is probably here and you add all those probabilities up and you don't get as much variation. This would be my way of doing things, I'd have the loads down here and the resistance is up there and then nothing would ever fall down. It would be possible, price, $87 million, probability of failure, well it's still a little because there's a possibility, you know this thing never goes to zero, but I mean I can live with that, but you can't because we'd only have one building on campus, that's all we'd be able to afford. So we admit that there's some small negligible, we haven't even seen it happen yet, where the loads could just be beyond belief and their resistances are just terribly shoddy and where you could have a failure, but that probability is so close to zero we're willing to live with it, $87 million, you know, off by a factor of ten, so this is probably the building that they're building now. This is this number here, this is dead plus when plus live or whatever plus whatever plus whatever, 1.2, 1.6, 0.5, stuff like that, that's what you're going to be calling your ultimate request for capacity, generically called R, called P for axial loads usually, call it whatever they want to, called M sub U for what, what, multiple, well it's ultimate, yeah, but what would M probably stand for in your world, moments and V would be shear and yeah and those kind of things, so those are typical symbols, the only thing is subscript with the U is a request, an ultimate request for load carrying capacity of whatever you proposed to hold up that load. It'll be the sum of the dead load times an appropriate multiplication, factor of safety, load factor, whatever you want to call it, plus some wind, plus some live, plus some live roof, plus whatever the combination is that you're working on and you'll work on all of them, your structure will have to withstand all of those combinations. Got a little statistics, you've already had probability and statistics so it's not my job to show you but it's worth a page or two saying somebody did it and you can check it out if you want to, basically they're going to get a curve that says the chances of the load ever exceeding the resistance that we have made available is a very small number and that's been set by your peers to be negligible or close to it. The manual we already discussed shortly, briefly, there is a flip class out there that I want you to take a look at, I think it's 15 minutes long, it's longer than most of them and it goes through where to find things in the book. If you don't view it or if you don't really on your own figure out where all these things are in the book it'll be really easy to tell because your highest grade on a quiz will probably be about a 60 and you can always tell that person, you watch, you'll be sitting there and you'll turn to this page and you'll start writing an equation and the guy next to you you'll be going and the wind will come off of his text and he's looking for that page because he doesn't know where it is. It's out there, look at that, look what we're going to do today, you believe that? So, it's broken up into parts, here are your page numbers in the tech, in the manual there'll be, I'll put them in brackets or braces so that you know that I'm talking about go the red book as opposed to this is page 34 in our notes and you'll see some pages 34A, 34B, 34CA, 34CB, you know as things go in there they just have to take whatever page number they can get, dimensions where you're going to find the properties of the wide flanges, general design considerations, how you design flexural members, how you design columns, these parts are mostly tables to assist you in the design, they're not, although they are compliant with the specifications they are not these specifications, all the specifications are in part 16. So, changing members, combined loading, bolts, wells, connecting elements, simple shear connections, blah, blah, blah, blah, part 16, 16 is a mess but as things have been added over the years they've had to do the same thing I've had to do is add chapters and parts and subscripts and everything else, basically the specifications go from 16.1 to 16.1, they're all 16.1 down in here, page 1 through 240, those are the specs, then from page 241 to 552 is a commentary. In the specs you have the main specifications, at the tail end there are some appendices, in the commentary they'll have the same numbering system so if you want to find out something about information on page 16.1-36 there's a corresponding page back in here that gives you comments on that material. It's usually very helpful, they'll have example problems in it, they'll have why it was done the way it was done. Here's the stuff you'll find out there on the flipped class, I think it's on lecture 3, I forget where it is, but just basically using the AISC steel construction manual, blah, what's in there, 17 parts, what's in a part, usually you've got a scope and then for instance part 1, dimensions in property and then sub things, that's scope, structural products, wide flanges, channels, so on. We'll discuss all that in a 15-minute commentary. This is the only part that's got chapters, so if a book tells you to go to chapter 3 or chapter A or chapter anything, they're talking about in the specification, that's the only one that's so big and so detailed they had to have chapters in them. Tell where all this stuff is, they got a table of contents, 16.1-5 page 35H, oh this is our page 35H, this page, and it'll tell you, general provisions, design requirements, these are chapters, A, chapter B, these are in part 16, so they're 16.1-8, that's what these numbers mean, they got symbols, they got general provisions in chapter A, design requirements in chapter B, and on and on and on, heck, not my fault, I didn't do it, I'm sure if somebody did it today they would organize it in a different fashion, but this thing is built on a book that's, I don't know, 30 years old and as new things were invented and new materials were found, they would add little sections inside of the thing and so it is what it is. They tell you you need to be in chapter G, believe me, you're going to be in part 16, where the specifications are, it's the only one that has chapters. There's chapter G, design of members for shear, things like G1, G2, G2.1, the equation for shearing capacity, what is that? Shear, what is the N? Nominal, very good, I think I mentioned the word a couple of times, but I'm not sure that you'd pick up on that, how does that compare with V sub U? Ultimate, ultimate request, you will be told how to get V sub U and once you know how much loads you have ultimately been requested to handle U ultimate, you will go find out your proposed member, how strong is it nominally? You find out how strong it is nominally, a nominal strength is the average of a thousand tests, or your 305 way of finding out how strong something is and you are not permitted to use V nominal, well you have to multiply the nominal times to turn it into design numbers. 0.9, that's right, or 0.75, that's right, sometimes times 1, sometimes the things are so reliable and so guaranteed you don't have to drop it down by anything, those are called resistance factors, so you have load factors, what does the load factor do? What does the load factor do? It's like it's factor safety, does it go up or down? It makes it go up, and what does a resistance factor do? What does a resistance factor do? Makes it go down, how much? 0.9, see he's only got one answer, that's perfect, that's the right answer, unless it's 0.75, you know, or something else that they have decided, those are the two most common ones, and so that's exactly what he's going to do, and here he's going to always tell you nominal strengths, and then somewhere else, I don't have this page, but probably on the, well here's one right here, in fact here it is for this one, for sure here it is, the resistance factor to be applied and multiplied to your nominal capacity is 0.9, and then of course it's this for allowed stress design, but they work totally differently than you and I do. They divide by 1.67, and that's nowhere near 0.9, but they get their loads differently than we do too. No, no I'm not, this is the way it is. Chapter D lists requirements for design intention members on this page. Once you get to chapter D there's subsections, and underneath there is more subsections, examples. There is chapter D, you'll notice this is chapter D, this is section D1, and this is equation, see how it's inside of D2, and it's the first equation, and so they'll say in Segui, you'll say go see equation D2-1, and you'll say, huh, what do you mean? Well, it's in the specs, it's about the only place you're going to find equations, and you're going to go to chapter D, and you're going to go to section 2, and you're going to look for the first equation. This says that P nominal, not yet multiplied times the resistance factor is equal to the yield stress times the gross area of the member. Why you don't need a book when you take an exam? Because it's all right here. All Segui has done is pulled it out and condensed it into much less space with a lot of explanations. As long as you've got that red book, you're good to go. You've got to have it tabbed probably so you know how to design attention member. And the appropriate number for yielding in the gross section, 0.9. However, if you have holes in it, you reduce the gross section, gross meaning nobody took out any money yet, all the money that's in the cash register during the day is the gross receipts, net the courses after you pay the people and after you pay Uncle Sam and after you buy your stuff that you need to run, you get net proceeds or net money. That's the same way after you drill the holes, you have a net section. And since he says net section sounds like you drilled a hole in it, guess what fee becomes? 0.75. And what do you do to get it? The nominal strength. You multiply the ultimate stress the as opposed to the yield and you multiply time something called A to B. And what is A to B? I don't know. It's an effective area according to this. Here it says, how do you calculate effective net area? It says to get the area effective, you multiply the net area. That's including the fact that there's some holes missing times a thing called U. And where are you going to get U? I don't know, but it's somewhere. My book is on a tab. Where is it actually? U is called a Sheerlag factor determined in table D 3.1. Where is this at? Next page. Oh, no fair. You got a book with you. That's no fair. Yeah. But generally speaking, it is in section D in part 16, 16.1, section D 3.1. I don't think the table is actually just not on the next page, but there's a table in there somewhere with that number on it. It tells you member properties and it tells you gross area, gross and net determination. How do you get to gross area? He says, well, it's everything that's there. It's a total cross-sectional area in the tables. What is the net area? The net area of a member is the sum of the products of the thicknesses and the corresponding widths, computed as follows, blah, blah, blah. And then about a half a page to tell you how to compute it. For anything they've seen, somebody come up with something new, he tells you how to get the job done. There's that table right there. Happens to be further down the road. You know, when he tells you it's in the table, you don't always find it on the next page. The shear lag factors, there is you. For all tension members where the tension load is transmitted directly to each cross-sectional element by fasteners or wells, you don't have to reduce your net area to get your effective area. For these kind of things, like a plate on a plate with wells on the side depends on the dimensions of the plate. We did it all of it, but just generically, if you can't find this stuff quickly, then you will find it slowly. The more familiar you become with this, believe me, the easier life will be for you on an exam. So what's all the rest for? Well, there's some appendices in the back. I discuss all of that. They also have matching commentaries. Here's a typical appendix designed by inelastic analysis. Then the commentaries. You know it's a commentary. What's a commentary for? Well, the first part gives you, it just says, do this. This is how you will behave when you design steel structures if the code says use AISC specifications. Then the commentary tells you why you ought to, and it tells you a lot of times who did it, who found out that's the right way. Where did they do the research to come up with these numbers? And they'll also tell you when you can deviate from those procedures if you've got a reasonable engineering reason for doing so. Chapter D, you know it's a commentary. Design of member's intention. That's what we'll be doing first. Oh, this is the commentary. Looky here. Commentary on the strength. Because of strain hardening, blah, blah, blah. I'll talk about that in a minute. Effective net area. This is going to discuss how to get the area of a plate with holes in it. You know, he assumes you didn't take 305. Good enough. Here he shows you different things with holes in them. Shows you when the bolts are staggered. How long is the connection? Because that's one of the numbers in the formulas. I don't know. That's all I know. It's a mess. It really is. Typical pop quiz. Where is this? And what is there? What's there? Where are you going to look? Part 16? No. Gosh, taking your head no. Where are you going to find it? Part 7. That's exactly right. And somewhere in Part 7 you'll see a figure 7-3. Where are you going to find this? Part 16. Part 16, Chapter D. I mean, you know, these people have been doing it so long that they don't even think twice. They just say, go here. For you and me, that's the chore. That requires some practice. Here's the typical pop quiz answers. As best I remember, one was wrong on purpose. It's always interesting to see who finds it. What's on page 2-48? That ought to be pretty easy. You ought to be able to go to what? Part 2 was what I was looking for. That's correct. Part 2. Look on page 48. But believe it or not, these are things that in the past have really had some people say, I can't find this. What's D on page 2-10? I have no idea. I bet you look around in there and you'll find what D is. Probably because there's a picture along with it and it shows you what D is. I don't know why. Oh, this is back to Sugui. Yeah. You know, you've had precision and how many decimals to report in every engineering class you've had. I got to worry about that. Homework problems. Chapter 3, design of tension members. Probably the simplest, most straightforward thing that we designed. First, a reminder that we're no longer using the symbol, sigma, using little f to represent the real stress in the member that you're working with. We'll be using capital symbols f for some kind of special stress, like a yield stress for the metal or an ultimate stress for the metal. Here's a typical thing. It says blah, blah, blah. The dimensions of angles are included 1-12 or 1-12. That's where you'll find angles inside of the AISC steel construction manual. So anytime I had to go dig around finding the page, I usually try and put that so you know where to look immediately. All kinds of shapes, tubes and pipes. Is that a bar or a plate? Somebody said yes. Probably the accurate answer. Depends on what? Depends on how dimension that is. What's the number that kind of splits the two thoughts? 5 or 8? Just correct. It was 8 inches. I don't know why. Why would I remember a thing like that? I can't remember. Did I? Yeah, I put on my socks today. That's 8 inches. That's an angle. That's a wide plane. That's a channel. There's a pair of channels with some cover plates welded to them. The angle's back to back. Basically speaking, here's a plate. They're going to bolt the ends. The bolted ends are going to do good or bad to the plate. Bad. What would be better? Welding. Man, you're all picking this up in a hurry. Good deal. The stress in this section is going to be higher because there's less metal, obviously. Turns out that the real thing that's going to kill this bar or plate in around this area here is when these stresses around those holes reach the ultimate. In the middle of what really hurts the plate is when this middle piece reaches the yield. The reason is, is it's so long. It could be 20 or 30 feet long. And because even though the stress is less than this, it is elongated so long that it's possible the building is out of shape. Doors won't open or close. Nobody's dead, but they're screaming like they're dead. Get me out, get me out. And not only that, really that can cause distress in other members because of excessive deformation here. Can throw some load into another member that is not as able to pick up that load. Here is the gross section. Here is the gross area. Here is the net section. Here's the top plate is the gusset plate. The bottom plate is the main plate. This is 8 inches wide by half inch thick. Got some holes in it. According to them, they are 7-8 inch diameter holes. The person probably uses a 7-8 inch drill. My guess is they're not using 7-8 inch bolts in this thing because they'll never get it together. If you put this on top and drill them in place, you can get it together, but that almost never happens. Somebody punches this, somebody punches that one. And if you don't have a little slop in there, make the hole a little bigger than the bolt, you can't get it together. Again, design. Here are our attention members are covered in section D. Here are your specs and your commentary where you find that chapter D of the specs. Here's chapter B. There's the page numbers. This is the specification, and this is the commentary to the specification. Same way here, specs and commentary. Two limit states. One, if it breaks, that's bad. Two, if it deforms so badly that the doors won't open or some members someplace else are trying to pick up load that you hadn't planned on, that's bad. So typically, here's a plate. The net area is 10 square inches. They found the area net by taking the width of the plate times the thickness of the plate, subtracting the width of this hole times the thickness of the plate, minus another one. The load is coming, the loads are shown at the end, but of course the loads are pulling at the end where they're connected. It's going to fail across here. Or it can fail across the gross area. I've arbitrarily picked those numbers. I can easily do that. I can make the plate a 20 by 1 inch plate here and I can put the right size holes so that you lose exactly 5 square inches and 5 square inches there. This is called the net area across here in this region. This is called the gross area across here. Remember that equation? Yeah, good. Where'd it come from? 305. Did it come from 221? Didn't, did it. Only until you got into 305 did you learn how much deformation you'd get in a member. If deformation is a critical thing we have to watch for, then we're basically talking about PL over AE. PL over AE being this symbol for us as opposed to sigma times L over E. So that's one of the things you're checking for. I'm sorry. PL over AE we would have... This says delta is equal to PL over AE. Sigma is PL over AE. So I just replace it with what we're using for sigma. Too late to never mind. What do you mean never mind? We're already 2 minutes short. Now we all gotta stay 2 minutes past class. You gotta ask questions if you don't understand or you won't get anywhere, so... I didn't really understand the question. You saw through it, so let me know next time. Here is a 50 kip load placed on this item. The cross-sectional area is shown at this time. The net area's got little circles because it got holes. The gross area is rectangles because it's a rectangular area. The stress is 30 ksi at the holes because there's less area. And the stress in the main plate in the gross area is 15 ksi. Same load, half the area, those are the numbers. Take 50 over area and 50 over area, you get these stresses. That's what 300 kips of load applied. In this particular plate, f sub y is 50 ksi. You haven't reset yet, so I have no complaints with your design. And the ultimate is 120 ksi. I'm just picking numbers out of the air. I don't even think there's a steel that does that. Then once you put 500 kips of load on there, you divide 500 by 10 and you get 50. You divide 500 by 20 and you get 25. Here's the stress levels at the holes. Here's the stress level in the main plate. If you want to know the deformation right now, the deformation is there's a little deformation around the holes, but the dang things are only like a half inch or an inch long. So when you do a P L over A E, when you do this L, there's just no length. This thing part in here is like 30 feet long. All the deformation is going to be the 25 ksi goes right here. The length is 30 feet, and he is 29 times 10 to the 4.6 to get the deformation. And that's going to be some. Then when you keep on adding load, you go from 300 to 500. You can check the numbers. When you go to 800 kips of load, 800 kips divided by 10 square inches is 80. Look at that. Around those holes, this thing right here has gone up into the strain hardening range. And in the main body, 800 divided by 20 square inches is 40 ksi, and a lot of stress guys having a fit. He's having a heart attack. Bring the little paddles. What's your problem? He says you failed the bar. I said, I didn't fail the bar. Let me ask anybody in here. Is anybody worried? See, nobody's worried. He says, well, the stress has gone past yield. So yes, these little holes have got little stretch marks on them. And they don't hurt a thing. So nothing bad has happened yet. Now then, for this case, when you put 1,000 kips on there, the 1,000 kips divided by 20 square inches, here's the calculations, 1,000 over 20 kips, we've reached in the gross area, 50 ksi, and in the net area, it's only 10 square inches, we've reached 100, still less than 120. Nothing has broken, but a failure has occurred. By that, nobody died still, but it is not serviceable. Once all the fibers in the main section reach 50, it's going to stretch quite a bit and things are going to get really out of shape and the doors aren't going to open and all those bad things. That's something bad. That's the time you must stop. Now, I can just as easily show you a set of numbers, but the easiest thing for me to do would be to make this 50 and make this 60. And then as this thing crawls up to 50 and 25, that's fine. And then I'd have it crawl up to 55 and half of 55, and that would be fine. And then you put a little more load on it and this would get up to the 50, to the 60 ksi number before this number reached yield. That would mean that in that case the little holes are starting to break. And I don't know which way it's going to be. All I've got to do is change the numbers on the steel or change the number of holes. I can change all kinds of things. So all I can guarantee is number one, do not let the stress around the holes exceed the ultimate because they'll break. Do not let the stress in the gross area exceed yield because it will overstretch. Both of which will make this structure unserviceable. And variably, if you really did break through some of these holes, it wouldn't go ahead and break. Hopefully, you know, you get the load off of it and people will run out screaming and still nobody's probably going to die. And if you overstretch this one the same way, but both of them are a point where we say that's called a limit state. Yes, sir? Yes, sir. That's right. Because here's how much they stretch. When they started stretching, it was right the holes. So here's the holes. They started stretching at 500 kips. So here they stretch 500 times half an inch divided by the cross-sectional area that's still in the plate divided by E. Nothing. I mean, if you took it all apart, you'd look at it. You know, it's underneath a washer and a nut and you say, you know what, this thing was stretching. I say probably so. You didn't even know it. You didn't care. When this thing stretches like that, you know it. And you really care. So those are your what we call limit states. The book and the AISC manual will say R sub U, not R sub U because that's your request, P sub N is equal to this. And then right underneath it they'll say P sub N is equal to something else. You got to be sophisticated enough not to say, okay, well if P sub N is this and P sub N is that, then these two are equal. It's not what he's telling you. He's really telling you that there are two policemen that you have to check. And they both have a gun. It's your job to see which one is more restrictive and select that as how strong the member is. So in the terminology, load has to be less than stress times area, nominal strength. Nominal strength will be yield times gross, or nominal strength is ultimate times effective area. The effective area, the reason he doesn't write down a nominal right there is because sometimes the stresses are so badly distributed as they go between one member and the next that it really hurts what they call the efficiency of the joint. And the case of plates, the loads are transmitted very nicely from plate to plate and they're 100% effective. But once you start bolting angles onto something else, the loads take a more secure just root, torturous root, and the joint just won't hold as much load as you think. So we're going to have to account for that. What I told you in this class, they account for everything now. There's nothing left that's not the truth. Here's your ultimate request. Your ultimate, I'm sorry, this is your nominal strength and this is your resistance factor. Here is your ultimate request. This is your 1.4 dead. Or this is your 1.2 dead plus 1.6 live plus those things. You take the largest one there. This nominal strength right here will either be gross section yield. That's yielding on the gross section. Or it will be net section fracture. See if I labeled those. Fails in gross section yield first. Doesn't fail in net section fracture. Your job of course is to make sure that your ultimate request is below your design strength. Whether this is a P or an M or a V, whatever you're working with, whatever you're trying to see if the piece of steel will handle. Generally speaking, if you're talking about something yielding, we're talking .9s, there doesn't have to be. You have to look in the specs to see the particular answer you're talking about. But generally if it's a yielding failure, they make you drop down the nominal strength to about 90% of the nominal and .75 if it's actually going to tear in half because that's obviously a more critical thing that would happen to you. A loud stress design. Don't even look at it. Quick summary. What do all these symbols mean? They come fast and furious. R sub U is your ultimate request for carrying load carrying capacity. Be it M sub U, P sub U, you name it. It is a factored load. It can be P sub U, M sub U. It's found by multiplying 1.4 times dead or 1.2 dead, 1.6 live, or other things. The two most common, it almost always is either this one or this one. But it can be anything. It depends. R sub N is your nominal strength. That's the average of 100 tests or 1,000 tests. Or it's what you'd find from your .305 book. It is yield times gross or it is ultimate times effective and effective is net times a joint efficiency. Times something that takes into account do the stresses flow nicely from all the elements coming in to all the steel elements coming out. Elements being like an angle. It's got two elements. One sticks up in the air and the other's flat. Like a wide flange. Wide flanges got webs and flanges. Those are elements of the shape. B is an appropriate resistance factor, generally speaking. B or sub N is your design strength. So when the homework problem says find the design strength, this is what they're looking for. When they ask you for the nominal strength and you give them this, they count off because they want you to know the difference. They want you to know there's an average of 1,000 tests which we unfortunately are not permitted to use. And then there is a design strength making into account the variation we find in the nominal strength. Your ultimate job is still this. Keep your request. Your ultimate request below your design strength. Over the years I draw figures and figures and figures and you're just going to have to put up with them. They just come up all over the place. Gross area, net area. You'll notice that's what was drilled out. The diameter of the bolt is, let's say it's a three-quarter inch bolt. You'll never get it together if you use a three-quarter inch drill. So they practically add a drill when the lady pulls the drill out of the box. They add a sixteenth of an inch to the drill size. When you drill or punch the hole, you make a pretty good mess out of the hole itself and they make you add another sixteenth inch. You will not see it, but they make you assume that the hole size is a sixteenth inch bigger because of the damage done to the hole. So that would be what you'd call the hole size. Here's the load coming down a plate. The load here would run into one hole and cause stresses across here. The load would be P, the stress would be P over A. The area being what kind of area? A net, that's right. Whoever said effective is also right. They're both the same for plates, bolted to plates. Down in here, you'll notice that some of the load has dropped out. It's just like water coming down a trough. Total holes that the water can get out is nine. Total loads, the load can get out is nine. So by the time the load gets past this bolt, some has been transferred out, here you only have eight-ninths as much load. You still have one, two, three, four, five, six, seven, eight out of nine. That's how much load is here. And then you would use an area with two holes taken out. Right across this section, what would your load be? Six, correct. Six-ninths of the load P and divided by the area with three holes. You probably might have to study all three of those sections to find the worst case. I mentioned earlier that the codes and the specs change. Here's the old AISC and also the ASCE specs. See the 1.6-wind, case four. And of course, I think you know, I don't think I copied it again, but this was changed to 1.0. And if you look in the commentary, you'll see exactly why they did that. Or they discussed load come. Oh, this is where it is right here. In the past, wind and solos historically associated with returns of 50 years, now then they've gone to 700 years, because these things were happening too frequently, getting too much wind. Some more of the same, more nice pictures. Where is all of it? Take a look at this. It'll tell you exactly where it is and what page they're on. Symbols. There's your fee. There's your fee intention. Here are the pages you can find, what they are, the values. Here's the stuff that Segui has in the book. Here's the equation he gave you, because let's see, he got it right out of the specs. Chapter D. Here's the effective area, times U, page it's on. Take them and you say, wait, wait, wait, I can't keep up. Just pull the notes. And here's the commentary on design of members retention. Oh, good enough. We'll quit there. Yes, sir. You are not designing the gusset plate. There is only the plate area. That's for us. And the only reason he's not designing the gusset plate is he hasn't told you the dimensions. So that must be Joe's job because, and he's wondering where's the plate without your job. Last night, I was trying it on a Samsung. Yeah, I read that and I emailed you back and I've added a couple of other formats. Have you seen that emailed yet? I haven't. Okay. Well, give it a look. The format that I thought everybody could read was an MP4. And, well...