 Good morning. Somebody told me we weren't meeting class on Friday. That's not true, is it? Wouldn't you like to meet class on Friday? You don't have to be so brutally honest. You either. No. All right, we were discussing welded connections. The advantage of a welded connection over a bolted connection is Stevens. We had a two choices, yes or no? Yes? Oh, you didn't hear the question. I'm sorry. The advantage of a welded connection over a bolted connection is, not really, because you know how strong we make everything? How strong? Real strong. Well, that's strong enough. That's how strong we make it. So nothing fails. If it fails, it's not our fault. Wiley? What's the, Wiley here? Wiley not here. Triska? Triska, why is the, what are some advantages of a welded connection over a bolted connection? Were you here last time? Well, OK, you know, I didn't know, because some guys don't make it every time, and that's OK. It's understandable. Clark? Thought I was going to call on you, didn't you? Just looking her right in the eye. Clark here? OK, Clark? Yeah, really? Nobody knows? Cook? Where's Cook? Cook's not here? Well, you've got to tell me you're here. You can't raise your hand at the speed of sound and hope it'll pop. Cook, what is an advantage of a welded connection or situation over bolted? No, well, it may. But, well, a forester? Where's forester? Let me just call a little forester. Not here. Curtis? There. Who? H.U.? Nebel? Nebel? Vickers? Steinhubble? Rottz? Savoy? Perkins? ACAR? Brown? Braun? Well, just make sure I at least got everybody who's been talked to twice a semester. What the advantages are? What was the question? Oh, are you going to tell me? Yes, sir? Well, I agree with all of those things. They do have those advantages. You don't have to drill holes in the plates. That helps a lot, of course. There's a lot less labor-intensive. We've been drilling all those holes and putting all those bolts in, out in the field. What are the advantages of a bolted connection over a welded connection? The guys who do it, is that what you said? Anyone can do it. That's right. You just pick somebody up off the street, so bring them up, stick them out there, and he can tighten the bolt. But he can't weld. So there's advantages and disadvantages to both of them. Advantages to bolted connections when you get in the field, you can go ahead and have the angle welded on here, ready to go. And when it goes up against the column, you don't have to bring a welder out there to weld it to the column. You just bolt it down. So that's a great advantage in that case. Just from the labor point of view, yeah, is there a strength is guaranteed. I tell you, if you decide to use bubble gum, we'll make it enough bubble gum so it will be safe, because we will just not build it if it's not safe. So they're both the same safety. There should be no difference in the safety of your final structure, regardless of which connection method you use. Yes, sir? I would imagine that they will definitely be much tighter, yes. Just like we were talking about when you bolt things, you've got a little out of hand here. There's all kinds of bolts. There's angle stuck out to get the bolts through the plates. And in this case, it was a much more compact situation. There may be economic advantages of both. That you have to really put a pencil to. Shear forces are taken care of. Guarantee they'll handle the shear forces. Whether you use the bolts or the wells or the bubble gum, there's doesn't have more strength. It's got just enough. And the bolts have just enough. What about the flipping? What about what? Flip. Slip. Well, the bolts have to be tightened like crazy, and they need more of them. And then there isn't any slip in the wells. You have to design them so that they're strong enough, and then they do not slip. So that is a point. So there is no such thing as a slip connection in a welded connection because if it's slipped, it's overloaded. It's overstressed. It's yielded. It's failed. So we talked about the different kinds. You've got a pair of plates you need to put together. You just prepare the surfaces properly and fill it up. Those are complete penetration. We had partial penetration. The only time you use those is if the load in the plate does not require you to have a complete penetration weld. And if you don't need it, you're not required to install it. You can use plug welds. You can weld on the ends. If that's not enough, you can use it as a circular hold. I don't know how they drill an elliptical hole in there. And then they can weld around that and fill it up, get some more weld. Fillet welds are the most common ones. We decided that we would take the two pieces of metal and we would put them together and clean it off so there's no mill scale or junk on there to get in the way of the weld. You put the rod down in there and it has a charge on it which shoots an arc through there. It melts the metal down in here and it melts the metal down in there and it melts the rod. The rod has got a coating on it, such that a gas forms around it which protects the weld while it's cooling so that oxygen doesn't make the weld brittle. There'll be a minimum weld size you can use because if it's a little tiny thing, it'll be inexpensive and you say, and that's all I needed, they're not gonna let you get too small with a certain thickness of plate because the heat you put in here will just immediately just be sucked out of the weld and it'll cool too rapidly and become brittle. There's a maximum size, not in this case, but there's a maximum size that they'll let you use on a plate like this. Up to about a quarter of an inch, the welder can lay a weld. If it's a quarter inch, that's the limit. They make you drop down about a sixteenth of an inch. But less than that, you can pretty reliably fully put a 15, 16th inch weld on there or yeah, on a 15, 16th inch plate. It's a little harder to see, here you go. But if you get a quarter inch plate, they're finding now that we're starting to have some problems. The welder, she has a tendency to go down there with a rod and they burn the corner off. And so the real height of the weld is this. Whereas they said, even when you look at it, it looks like it's all melted material. So the inspector thinks that you have indeed made the weld, let's say a quarter inch because that's when they make you start doing this. So if it's a quarter inch plate, they're gonna want to see that corner hanging out at least a sixteenth. Also makes it easy to visually inspect the weld. You would see that line probably go like this and you say, good enough, a little high here, a little low here and pretty much all balances out for inspection. That's a bad weld there, way too small. Villa wells have a strength based on the cross sectional area of the shearing plane that fails when you pull on the weld. If you pull on the weld like this, the tension gets in this side right here, the shear gets on the bottom and it fails across the throat. The dimension of the throat was w times a cosine of 45 degrees, 0.707 times the weld size, the leg size is the weld size. If you instead pull up and put the shear here and the tension there still fails across the throat. If you pull this way on this plate and push on that plate, then you fail across the throat. So it always fails across the throat, which makes it a little easier to analyze than bolts which are in tension and sometimes they're in shear. And if it's in a combination, well then we got all those goofy equations, how much is left for you. So it's easier design procedure. The weld strength is based on the rod strength. The rods come in anywhere from 60 to 120 kip per square inch strength in the rod itself. They've got certain rods that there's no reason to use any stronger rod on a certain kind of material because you're not gonna get anything out of it. The material just would always fail in that point. So for 50 or 36 KSI steel, A992, a 36 yield stresses, you're gonna use a E70 rod. They got to be used with metals that have a yield stress less than 60, 50 and 36. Above 60, up to 65, which pretty much covers our steels, 80 XX rods. The XX means all kinds of things. They got a ton of X's down on the end that you can use. Last two digits, you note represented by XX concern, and the last two digits usually so, whereas XX tells you here somewhere, followed by two or three digits tension stress. Seems like one of them is whether it's some of the X's down there or whether it's on a vertical surface or horizontal surface, whether it's got this kind of coating or that kind of coating. We don't use a care. That's somebody needs to decide what they want to use, but our guy's right there. That's our number. They will give you six tenths of that strength. So if you're using an E80 rod, they'll give you six tenths in shear. The tensile strength of the rod would be 80, and so you shouldn't be surprised that somebody's giving you 60% of the tensile strength for the shearing stress on the throat of the weld. And of course, it's not necessarily pure shear. If you push on this and pull on this, then you really do push on this one backwards and pull on this one. It's really pure shear in this, across this plane. Whereas if you pull on this piece and you pull on this piece, even though it still fails across there, there's kind of some tension going on in here and some shear. And so if you really load the weld in this direction, you're gonna get 0.6 of the tensile stress of the filler metal. If you pull on it at an angle, other than that, you do pick up a little more strength because there's some tension along with the shear in there. And how much you pick up is the same number, 60% of the tensile strength of the E80 or the E70 rod times one plus, this is the equation they found, fits the test data best. So if you have a plate like this, and this is the top plate and this is the bottom plate, you pull on that plate this way and you pull on that plate along the axis of the weld, all you get is 0.6 times the tension stress because that's really the shear stress. If on the other hand you pull it at an angle, you get a little more. How much more you get, got a little table of them. Zero, you just get 0.6 of the tensile. 90 degrees, you get 50% more than the tensile. And then of course, according to the sign in that equation. So if you have a plate that looks like this that you're gonna weld, you'll get some nice 0.6 times tensile here. You'll get some nice 0.6 times tensile here. And you're gonna get a little higher than that on these slanted faces because they are being loaded at an angle. Data is 60, you're gonna get 40% more. Now, because if you have an end weld you actually get 50% more because the load is 90 degrees away from your weld on the end, then you can have it. You can have 1.5 times R nominal in the weld on the tension end, on the transverse weld. And on the sides though, what they find is if you make this kind of long and expect this to give you the 1.5, when you put the load on it, there's only one way to load that into the plate. That's for the plate to stretch and get a force in it and stretch and get a force in it and stretch and get a force in it. Sometimes when these things are pretty long, you'll find it's kind of hard to get the load down here. Say, well, it'll finally get there. Well, by the time it finally gets here this old weld down here has been stretched and he's really hurting. I mean, he's yielding, that's good, but he's got problems. So if you want to count that extra 50%, they insist that you drop these down to 0.85 of R nominal weld on the longitudinal welds where he tells you that here. Interestingly, they're both right. And when they test them, they find out that the larger of those two is the number that's really more accurate. And so very seldom, I don't remember maybe once before, I don't remember what it might have been for, but rather than saying, okay, this strength is limited by this equation or I can, I don't see the one with 100%, with 100% of that and 100% of that and 100% of that, you get to take the larger of the two, says so in the specifications. And who are you and I to argue with that? So it's not kind of what we're used to doing, but after 20 years of successful use and nothing ever fell down because of that, we do it. Don't have to, you could take either one of them and you'll either be right on the money or you'll be on the safe side. You won't get full credit, but you will, you know. Yes, sir. With theta here? Okay. No, that's the tension load gets down to the end and then this weld loads up, so you get the normal strength of a weld, but you get 50% more. Now, oh, this is in tension, yeah. Here's your load, there's your load, there's your load. This one is in shear, that's theta is equal to zero. That's right, because it's along the, the angle is measured from the load axis and strictly speaking now, this weld is in shear and what is this weld in? Yeah, I knew I'd get you that, get you that way by catching the question in that form. That is correct, so you see the load and you see this, it's zero degrees between those lines. So you get the line of the weld and the line of the load. Okay, now then, I'm telling you what you're, what I'm trying to get you not to do wrong and what you did is it comes down here in tension and it's in tension and it's in tension, but that weld is really in what? Since it fails across the throat, it's in shear. Although there is some tension stress in the weld, where this one, there's just pure shear in this weld, which is why you get this extra strength, but I need to make sure you know that this weld right here is gonna fail across the throat, as are these. That extra strength of these equations are on page 16.1-117, I got them here on page 458, they'll show up in a few minutes. Because they permit the larger of the two options, it permissible to use either, although you don't get good grades that way, we will, and the book, we'll go find out how strong they both are and take the larger of the two. They use a fee of 0.75 because of variation in the test results. There's an additional requirement. When you load this connection, let's just say that this is the end view, I probably had to cut through this member, this member comes back out this way, this one stopped here. I just wanted to see right in here. When you put a tension load on this plate and a tension load back here on this plate, and here is the bar that you're welding to a gusset plate. This guy's got a kind of thin gusset plate, but I guess he knows what he's doing, she knows what she's doing. What can happen is when you put that load on, rather than fail through the throat and shear, it'll actually fail through the plate and shear. You look at it and you say, well, I'm not quite sure I see that because even if it kind of failed here, it'd have to fail all the way around. Well, it doesn't really have to. In other words, when you tell me this weld right here is gonna take, pick a number, five kips per inch. If the plate underneath it can't take five kips per inch, it's already starting to crack. So not only do you have to check the weld strength, you have to check the base metal's shear strength. Well, it would be block shear if it ever got that far, but interestingly, here's block shear, block shear's when it all comes out. That's what we've been checking so far. This is a problem more direct. Right under this five kip per inch thing that you said was gonna hold, you can't get five kips per inch in the plates, plate itself, and they're not gonna allow that. You say, well, to block, block hadn't come out. You say, I see the crack, go away. That's not acceptable. Where you see all this stuff, read this, good stuff. Here is the shear strength of your members in yielding. This will be the nominal strength. You're gonna have the shear nominal strength in shear. This is the tension yield, of course. So six tenths of that will be the shear. And if this is yielding, they're gonna allow you to use the gross area in shear. Comes a little more obvious over here. A few pictures. Here someone put the tension in the plate. This part was really thick, but the thinner part has a problem. The wells were fine. Of course they're made out of an exceedingly high strength material. But when you checked the throat on the weld that was on the side of the plate, that weld was okay. But unfortunately, that the five kips per inch, you told me your weld was good for. The plate wasn't good for five kips per inch. And therefore the specifications require you to limit the strength of the whole connection to the strength of the weld. Are the gross section here with the yield? Are the net section here, if there is one? They'll both have their own fee factors. In this case, this plate was bigger when he pulled on it. It tended to fail at the end of the wells. Two lines across the wells. This is a simple connection where the load goes through the centroid of the weld group. Here is a load that does not go through the centroid of the weld group is gonna have to be designed to take care of that moment. This one has no moment. There's an end view. I don't really know where this thing fails and it's not gonna change my answers at all. Whether it fails right under there or right under there, it is failing through this metal. Numbers shown here, unlikely that one will do that, but let's make that out of A992 instead. In which case the weaker plate could fail through a thicker thickness, or the stronger plate could fail through a thinner section. I'd have to check them both unless one of them's obvious. If this one is 50% stronger, it's not 36 to 50. And it was five times thinner. I probably wouldn't bother. I'd just go straight for that one. Here's what your gusset plate looks like after you pulled on it. And the guy says, you're really hurting that plate. I said, my welds are in great shape. Is that your plate? I say, yeah, afraid so. He says, take that plate off, grind off the weld so you don't mess up anything. See where you've been failing that metal across this area right here on both sides? Unacceptable. So what if they only went that long? Unacceptable. If the strength of that inch of weld across the throat is bigger than the strength of that plate across that thickness for that one inch, he controls. And again, same idea. Possibility of failing through this plate or possibility of failing through the gusset plate. I think we already did that. Top half of this one was put together with bolts. Bottom half of this one was put together with welds. Obviously what looks easier, and I'll tell you which is far easier to design. But my guess is if you're in some place where they don't have welders, third country, third world countries, they look, it's bolts or nothing, then you'll go this way. I'm sorry? Bubble gum? Oh yeah, and you're gonna have to, if you ever find that kind of bubble gum, you want to go and put something on a wrapper not to chew it, because it's... Coating on the rod, plus and minus plate. Art goes across. Slag forms on the top of the weld after every pass. What you're through with is you're gonna have to chip it off so you can paint it. If you're gonna make another pass, you gotta really chip it off and clean it up nicely so that you can put another pass on there. Fill it wells. Making a girder. Here is a plate that is so thick, they're gonna make you stay away by one-sixteenths from the corner, leave the corner on there. You can go all the way to the top if you put it on the drawings. If you put it on the drawings and you put your seal on it, that means they know they got a problem, they're gonna put their good people on it, and they're gonna make sure that they really are not just burning the corner off, that the weld size is truly the size of the plate. But that's a special detail. On this thing here, you're talking about more than one pass. They do that all the time. On offshore structures where these plates are eight inches thick, they don't have any choice. You'll see the people going around and around and there would guy behind them and a lady behind them, and they do that for 10, 12 hours until the weld gets built out. It is not cheap. Here's where they decided to lay the weld out longer. They wanted the stresses to flow more nicely through there, like in a boiler plate or something, although usually they'll weld them in to end rather than this. The point being that if you put this thing out here three times further, you have three times the volume, because whatever the volume is in there, you have in there and you have in there, and you increase the throat very small. So possible, but not very efficient. Throat 0.707W. Here's what it looks like after it fails. Here's the weld is still stuck to that plate. Here, this half of the weld is still stuck to that plate and it's sheared across the throat. Load going through the wells. We'll already discuss that. So I got a plate uses a tension member that's connected to a gusset plate. Wells are 3-sixteenths, E-70 rods. They're A-36 plates, both of them. Assume that someone else has already checked the tensile strength of the member and we wanna know how strong the weld would be. The proposed weld is four inches on top on each side, and when I say how strong the weld will be, that's not right, it's the strength of the welded connection, because the strength of the weld is to be checked across the throat and also the strength of the plate, the base shear has to be checked. The thinner plate will be the one we'll check because it is gonna be the one who's gonna fail. Well, I guess it's actually the bottom. The thick one is, yeah, that's right. 1-8, 2-8, 3-8, the gusset plate is thicker, so it's gonna fail across there. Top view and view. It's a noisentricity weld, a simple connection, because the load goes right down the centroids of the plates. The loads are parallel to the load, so theta is zero, so you're gonna pick up permitted stress of six-tenths of E-watt-watt for your rod. Your case, E sub-watt-watt is a 70-ksi-tensile strength rod, though the nominal load capacity for each inch of weld, so we'll go ahead and just put in the strength for a single inch, 0.707W, what is 0.707W? What does that call? Well, I know what it, well, what is that, I mean? It's a shear plate, it's the throat, that's correct, it's the throat dimension. Then this is the nominal strength of a weld. Big Fs are always something special, like yield stress, ultimate stress, tensile stress, you know, it's something that's given in a table. And then the little numbers, little letters F use, they mean that's how much you are using, are you request. So 0.707, the weld size is 3-sixteenths, to give us the throat, the strength of the weld itself is 6-tenths of the tensile for a E-70 rod, you get this many kips per inch. And incidentally, this is all multiplied times one inch. Well, you don't have in there, but the units don't work out if you don't really say times one inch. You get 5.568 kips per inch. Yes, sir, yes, that's correct. That's what this is, it is the, that's correct. So your strength of the rod now, I guess this is good for the allowed people as well as us, design strength would be the strength per inch, that's still nominal, times the appropriate fee, 0.75, according to the specs, you get 4.176 kips per inch out of a 3-sixteenths inch weld. Now you check the base metal shear, both of them are made, both plates are made out of the same, smaller we'll control. Shear strength is base metal shear in yield and base metal shear in rupture. You check them both. If you're gonna yield it, you get a fee of one. Remember many times now, whenever we yield something in shear, it's just 100% reliable, whereas if you rupture it, you get 0.75. In our case, 100% of 6-tenths of the yield, 100% it was a 0.36 steel, it's a quarter inch. It was the thinner of the two plates. It's 5.4 kips per inch. Let me check what you told me. That's okay. I mean, I'm not gonna let you use it, but it doesn't control because it's bigger right now than your strength of your weld, which is really what I need to see, otherwise this one controls. Right off the back, first inch. The first inch that that happens, I got to say the base metal shear controls in yield. The shear rupture strength has a different fee, has the same 0.6, but instead of being based on yield, it's based on ultimate. 58 for 0.36 steel, quarter inch thick, the thinner of the two plates. No, well, it's still bigger. So if you like, you can do what we do on the bolts. You write down a limit, you write down a limit, you write down a limit, and you take the smaller number. This author always seems to classify, here are your base metal numbers, get the two numbers, take the lower of the two numbers, and then we go compare it with this number. He gets the same result, obviously. You can take the higher when you have a plate that looks like this, welded on the side, welded on the side, and you weld it on the end. And you said, I am greedy, so you took the 1.5 because it's 90 degrees with respect to the load. But if you do that, you gotta take a penalty on the side because that load has to get on down to the end. And you can have it. Or, your buddy may well say, well, I don't think it's worth it. I'm just gonna take the 1.0, full strength 1.0, don't get the 1.5 and the 1.0. If this number comes out 60 kips and this number comes out 70 kips, the right answer is 70 kips, that's correct. And it really is, it really works that way. All right, so we take the limit of the 4.176. In our case of the three numbers we calculated, the wells were four inches on each side, 33.4 kips. That's the design strength. And it would be your job to keep our sub-U requested lower than your design strength. Same connection, now that includes the four inch wells on the side and a four inch weld on the end. Same idea, the weld is the weld is the weld, so it's still got 4.176 kips per inch worth of strength. The base metal is the same. It was best number, or its worst number was 5.4 kips per inch. So again, we know this is gonna control from the previous problem. Now the only thing is we're gonna find out whether or not putting the weld on the end and maybe taking our 150% would give us more strength. Of course we're gonna get more strength because of the added weld, but whether we ought to take 150 and .85 or just 100, 100, 100. This is on page J2.4C, I don't know why. Oh, I do too. Some of these things get kinda interesting trying to work your way down in there because they got a J2.4A, 2.4A1, 2.4A2, 1st thing you know, you're totally lost where you are. So I just wrote down, this is on this page if you're looking for this. Basic weld strength, just taking a plain old 100%, not getting greedy, 4.176, no 150%, but no .85 penalty, 50.1 kips. On the other hand, you have two 4-inch side wells. If you're willing to take only 85% of their strength, then we'll let you have the last 4-inch on the end times one and a half, 53.3 kips. The right answer is 53.3 kips. And the larger value controls. This is on J2.4C, so on this page, it'll show up in a minute. That's one thing really nice about wells. They're really easy to design. When E70 rods are used, and we usually use E70 a lot of the time, the weld shear strength can be simplified rather than having, they're just saying you can get the strength per unit length can be computed for 16-th inch increments. So when you're designing things, this really helps. When the weld is four inches long and four inches long and four inches long, well, you know how long the weld is. So if you just get the strength per inch, you're pretty much done. But if I tell you that I'm going rather than tell you the size of the weld and the length of the weld, I want you to design the weld. And I tell you it must fit within a four-inch, four-inch envelope and you don't get the weld on the backside. Then it's most convenient if rather than you give me the strength of the weld in kips per inch, you tell me how much strength you get per each 16-th inch well size. What it does, it allows you to solve for the size of the weld. That'll become obvious here. First off, what does he say? And he says, well, how much strength you get is 0.75 times the throat dimension times the nominal shear strength of the weld, which is 0.75 times 0.707 times 1-16th. I say, wait, wait, wait. I don't think I'm gonna use a 1-16-th inch weld. He says, if you let me go ahead and say it's a 1-16-th inch weld, then I'll be able to tell you that the number that I'm getting for you is the kips per inch of a one-inch weld, long weld, per each 16-th of an inch that you're willing to buy. Okay, this is on, like, if W, if the weld size was 1-16th, well, the number's here. But if the weld size is 3-16-ths, then I know to just take the 1-16-th number, I would have just put a 3 there, and that's how strong that weld is. If I know how much load I'm going to have and how long the welds are gonna be, they're gonna be asking me the size of the weld, it would be very nice to know how strong any weld is per 16-th of an inch size. All right, so here's how strong a 1-16-th inch weld is. V, 0.707 times a 1-16-th, whether you use it or not weld, times the strength of the weld in tension, times something to get it into shear. That's 1.392 kips per inch. Then the design strength of our weld, now he already knows the weld, he's really gonna use this number later on when he doesn't know that. But he says, since you know that's 1.392, where'd it come out? 1.392, now then you've got the strength of any weld. All you gotta do is have this number available. It's a 3-16-th inch weld, multiply it times three. It's a 5-16-th inch weld, multiply it times five. This number right here. I buy that, this is kips per inch, and it's actually per each 16-th of an inch weld. So he takes your kips per inch, for each 16-th inch of weld you're willing to put on there, and you're willing to put three of those kind of things on there, gives you the 4.176. Doesn't look like a lot of help right now, and I'll agree. There's a lot of help in the next step. He says you can do the same thing with the base shear strength. It's a little less obviously useful than this one, where you can tell me how strong the thing is per inch for a 1-inch length, and you write that number down somewhere as a number that's useful. Strength is one, times 0.6 times F sub yield, times tension, and 0.75 if it's rupture, times 0.6 times F ultimate instead of F yield. We're now talking about the plate, times how thick is the plate. So this would be the number for any plate of any thickness. All you gotta do is tell me F sub y, and how thick it is, and I'll tell you how much strength you have in yield in base metal strength, or rupture for the base metal. You got a page somewhere in the manual, and it says this is how much strength you get out of any plate, and this is how much strength you get out of any weld, depending on how many sixteenths of an inch is in the weld. Here's where of course you're gonna tell me what kind of rod you would use, because those are your yields for these different metals, for these different metals. Here's the yield strength for plates for these metals, so you can tell me what rod they will be using. You can probably use any weld metal you like. I don't think there's any law against it, but you're just not gonna be doing a real good job if you use a weak E60 rod on some really high strength steel, it just means the weld's gonna have to really be big. They don't care as long as it's a safe. So here are specs out of the tables. This is J2.2a, tells you the effective area, the effective length multiplied times the effective throat. So this will be how long the weld is. If there's one on both sides of the plate, don't forget it's two times as long as it looks. And the effective throat's the .707 times the weld size. Here's where they tell you the minimum size fillet weld. If you've got over a half inch plate up to a three quarter inch plate, they will not let you put a weld that's any smaller than a quarter inch. It's just too small and you move on down the road too fast and the weld gets cold too fast and they may crack. You can get away from that if you want to by heating the metal up and keeping it hot after you're on down the road with the welding machine, but it has to be something special if you're going to weld something that thick. Minimum leg size of a fillet weld, not less than the size required to transmit the force. Well, that's, I don't know why they'd have to say that. I mean, everything we do is not strong enough to do that, it's not good. Also, not any smaller than shown in table J24, that's the table right up here. Maximum size shall be anything that's less than a quarter, not a quarter, but less than a quarter, you can run it right on up to the thickness of the material, but not thicker, not more than the thickness. I don't know how the devil you do that. You've got this plate, you've got this plate, and I guess they think you might want to do that. But anyway, up to this. Otherwise, not greater than the thickness of the material minus the 16th of an inch. Minimum length of a weld, they don't want you to have wells that look like this. Those don't work well. So they say the minimum length shall be based on not less than four times the weld size, the leg size. Otherwise, he's going to tell you that you can make them like that, but you have to only count them for strength, a quarter of their true length. Well, that's a kick in the head. If you're using longitudinal fillets across the end, then the length of each fillet well should not be less than the perpendicular distance between them. We already did that. They're saying that this is no good. The length of each fillet well shouldn't be less than the perpendicular distance between them. Well, I guess that is good, isn't it? Because the length of the weld, no, no, no, the length of the weld, the length of this well. So it seemed like we didn't have a U for this one. That was how we know this is no good. So it was going to have to be six by six to take care of something that's six inches wide on this table. If you have some really long plates where the weld length is 100 times the leg size, that's fine, no sweat. If, however, you have a weld loaded on the end, like this, where the fillet well exceeds 100 times the well size, then they're going to make you reduce the strength of the weld by beta. It's so hard to get that load down in that long weld that too much of it wants to come out early and this weld here is really hurting by the time this guy ever gets the message, it's time to load. That's an end loaded weld. Here's a weld that is not end loaded. There's a T and it's on something like this and it's welded and it's welded and it's pretty long but it's loaded here. You see how this weld is not loaded on the end? It's welded, it's loaded probably just all over the place because this T web goes down to the flange and pours the load down into the weld, not at the ends. It gets over 300 times the leg size, forget it. You can make it as long as you want, 16 feet, fine, but you only get to count 180 times the well size. That's the well size, that's the well length. Well on the T it doesn't matter, you get away with that. This is the one you can't get away with. All right, what's the question? The leg size. The leg size, this is the leg size right here. It's how far it is from there to there. In other words, here's the leg of a weld. Here's the leg of the weld, goes from there to there. That's the throat size. See you next time. Yes, sir, thank you, thank you. Yes, sir. Question about registration? Yes, what you got? I think an email last night, I used to not have an email about the summer. I'm conflicted. Yes. I had the same problem. I haven't seen those yet, but I'm gonna go back and I'm gonna kind of look, would you say something that's pretty obvious what I'm? You see our hands on my ID number? Yeah, but I mean, see, if you noted it, lose weight quickly, I won't. What did you call? I think I said summer time conflict. Okay, okay. Whatever was sent to you. If you use the thing thing, I'm just gonna sort them and I'll get all you guys together. Okay. Should be maybe another hour at the most. Sure thing.