 All right. Let's get started here. What am I going to ask? I need to know the 19 different types of stresses you can calculate and all of the equations that you've used to get them so far. Steinhubble? It's a joke, Steinhubble. I can try. That's what I do. All right. Steinhubble said that I picked on him. If he came in late, he knew better so he had to run all the way. So that was kind of a joke between him and me. Short review about how strong concrete is. Concrete is about that strong in a test machine, .85 for the rate of loading that we usually do, which is pretty slow. It's a little less strong. That is the stress that you're permitted to put on the area one under the plate. The area one and the area two being equal at any time, that's just like when you test it where the little corners fall off. Therefore all you're going to get is that much strength, .85 FC prime A1. If on the other hand your plate is on, you've already had to make the concrete bigger, an area two exceeds area one, since these little corners aren't going to tend to flake off because they're contained within this loading zone, you get the square root of A2 over A1 increase up to the point where A2 is four times as big as A1, and then that's just about all you can get. And so they limit it to that number. The plate itself can be on a wall, and if it is on a wall, then you are permitted to say that area two for the concrete is geometrically similar to the shape of area one for the plate. So if you put it in the middle of the plate, and there's a little bit of concrete hanging out, then you get to count that G, you get to count that G, you have to make this geometrically similar, so that's G, and that's G. Square plate, then you can go square concrete, until the area two concrete becomes four times or greater than area one, in which case you got to quit. It's a rectangular plate, you can have a rectangular shape. Here's one on a 16 by 10 column. The plate itself is 6 by 6, so that means you got two inches hanging off on either side, so you can only count two inches on either end, 10 by 10. Here's one where they put the plate they needed to, a little closer to the edge of the wall, B must be coming in from this side, so regardless if they can't get it in the middle, or don't want it in the middle for some reason, then G on that side gets to let you count G all the way around, area two being the area of the concrete, area one being the area of the plate. If you say, sorry, but the plate's got to go right on the edge, then basically you're talking about steel right on the edge where these things can flake off, they're not at all contained, therefore area one is equal to area two. And again the ridiculous region where area one is 10 square inches and area two is 500 square inches, no way the limit is 4 to 1. So square root of 2 is 1.7, that's square root of 4 is 2 times 0.85, 2 times that is 1.7, that's your limit. Here are the references, here are the pages you can find them, that's the equation itself is J8 dash 2. Now this is of course where I'm changing back to Segui's new text, all of the stuff you and I have been doing so far have the same words, same pictures, same everything else, but they were, they had all of my notes on there. What you and I have done so far is we found out how long, first off we found out how much strength this thing has in shear. And that's that phi sub v, v sub n, v's nominal and shear, something like that. We had an equation for it and it's listed in the z-tables for the beams. You could be asked to work it out if you were given something besides the 50 ksi steel in the beam, you'd have to work that out, you wouldn't be able to just pull it from the tables. That will be acceptable as long as you can get the load up into the web and have it travel completely through the web. If you make this plate so short that this steel on this surface right here reaches f sub y before you've got the full reaction, then the beam is still good for this, it's just that you have crushed a part of the beam locally and you have to reduce the load. Or you have to make a longer plate so that this will not yield when the web gets to its thinnest point and that point is at k design, where the, that's where the little radius peeks out. He just calls it k, but there's a k detail and a k design for having stakes, don't pick up the detailing thing, that's to make sure you can fit a bolt head in there and fit a wrench in there. And on the top rather than the load spreading out at one of these two and a half to one ratios, on the top it spreads out at two. So the length of the plate is set so that you don't crush the material. A second thing that you had to find out how long the plate needs to be is even if it doesn't crush the material the stresses could be so high in that thin web that you will cripple, you will locally buckle the web. And that were those nasty equations and buckling is always a problem and it's especially a problem if you're talking about around something that's thin and unsupported in this region. And that's why there were so many equations. It was one equation that if the load was further back than the depth of the beam you had an equation. If on the other hand the load was closer to the end of the beam than one depth of the beam you had another but a set of equations, one for short plates and one for long plates. And of course short and long plates aren't defined really it's just you say well I think it's short you put the numbers in and you solve for how long the plate's going to be and it turned out to be long well you lose sorry we'll get the other equation. And here were those equations. This was if the load was back away from the support and here's if it was near the support and then depending on whether it was a short plate or a long plate and all that's specified in the in the specs. Resistance factor in all cases was .75 on this one because buckling isn't really that able to be predicted with much more accuracy than that. We talked about the concrete strength did the concrete strength. Now then we get off on to how thick the plate needs to be. You found two things. Number one you found the strength of the entire shape in shear. Number two you found out how long this needs to be such that it does not crush the steel in yield and how long this needs to be so that the web does not cripple. Now then the one number we haven't yet done is how thick does the plate need to be. Because I know some people they're cheap here's the footing here's the wide flange and here's the plate. They made it long enough and wide enough and that's what they did they made it out of tin foil and then they put the column on the top of it. Well not going to work. The problem is is when this load comes down on the plate it will just curl the edges of the plate up and again then you'll crush the concrete right underneath the web. So we also have to know how thick the plate needs to be. And as in everything else we do we're going to allow the plate to be fully yielded for the design. Back to the old book where all my notes are. Yours again as you see this is what your text says once the length and width plate thickness once the length and width no difference. Once you determine how long the plate has to be so that the web is okay and then the combination of how long the plate should be and how wide it should be so that the concrete is not hurt then the third dimension of a plate would be its thickness. What we're going to do is we're going to take the average bearing pressure between the plate and the concrete. We're going to pretend it is uniformly distributed that's not 100% true probably since the load comes down through the plate and bends the plate there's probably somewhat less stress in this area than there is in the middle but it's not significant enough to bother us we'll just assume it is uniform. Also we're going to have to know how long the plate is hanging out. The number one these flanges are you go take a look they're really very thin so we just ignore any bending strength that they contribute to the whole system and we ask that this beam put a line load on this plate and the plate itself take all the bending. One thing is the load really comes down here right about at case of design and it falls down into the plate beneath it pretty much at a 45 degree angle. Some people have a hard time with that they say well you had a plate here and it was feeding up here at a rate of two and a half to one mainly that's because it's really going through the web and the web is connected to the flanges and it just all kind of connected together that slope was pretty gentle. This slope in the first place couldn't even hardly get past this corner at a two and a half to one slope and they found that it's okay to say that this load comes down as a 45 degree angle. Therefore this base plate is really cantilevers about that line right there. Now if you wanted to take the length of this cantilever beam as half of its width would be on the safe side but it just saves some money and it's not necessary. You can say it's cantilevered right there. Incidentally you will notice that the old Segui text and the old specs had fee for concrete as 0.6 and as we find ways to make it more consistently and make sure the concrete's got more uniform properties and learn how to get it delivered on time in the whole nine yards the ACI is watching this all the time all of a sudden they just say it's 0.65 from today on. That's why you'll see in the notes here if you ever see a 0.6 somewhere I just forgot to change it. It is now 0.65 on the concrete which is pretty bad already that's one of the worst numbers I've seen the worst numbers I've seen on the work you and I do is about how low 0.75 is about the worst one I remember. All right now here's the picture and here's what we're doing basically this is the top view of the beam here's the beam's web here's the flange of the beam this is the top flange there's another one on the bottom here is your plate that you're putting underneath there you have made this plate wide enough b and long enough l sub b the old code or the old specs used to call it n so you'll see that both are used in here so that the concrete was happy was not overstressed this is a one-way bending situation in other words as I showed you right back here this is a line load on a plate basically here's your plate and this is a line not not quite a line but kind of a line load on the plate would be a line if you just said the load came right down as a line but see it's actually spread over this area that's k design and k design this width right here is 2k design that's the load down on the plate you'll notice it causes the plate to curl up in one direction only in other words there's no bending about these axes which one-way bending second picture is or the first picture here is I don't know how long you're going to make this this is probably what we're going to solve for we're going to have to find out how long it needs to be to keep the concrete happy and I'm sorry to design the plate thickness and I want to take just a one inch strip out of your plate and analyze a one inch strip I'm going to find out how strong it is and when I find out how strong it is I'll multiply that strength times l sub b and l sub b will be for you to decide how many of these one inch strips we've got if I show you how to safely design one one inch strip how much load it'll take then all you got to do is multiply how strong a one inch wide strip is times how long you decide to make the plate and then we can design the plate thickness on the top of the plate here you'll notice there's the pressure from the web this is an end view of the plate here is the load falling down at a 45 degree from the beginning of the fillet the re-inferent corner right there at a 45 degree so this is k design k design the width of your plate you've already figured that out well you may not have figured it out you could you could still leave it as an unknown is going to be b and the length of the plate back in this direction going to be in or l sub b take your choice what you want to call that so your beam is going to cantilever out let me calculate this b cut in half minus k sub design that's how long your steel plate is hanging out from the point about which it cantilevers or you can do it this way n plus k plus k plus n n plus k plus k plus n is equal to b that says n plus k is equal to b over 2 that's what we just said n is equal to b over 2 minus k design that's the length of your plate cantilever here is as figures everywhere here here is that little one inch piece cantilevered out you notice it's cantilevered out a dimension n there's your n from where it's cantilevered out you'll notice underneath it is a pressure the pressure underneath this thing is the total reaction that you've asked to support divided by b times n that's force over area load over area is the stress between the bottom of the plate and the concrete so here's your stress I'm going to multiply that stress times one inch wide times n inches long that right here would be the force see the force under the plate stress times area the centroid of that force is at half of this length out from the cantilevered part where the beam is supported n over 2 so that says the ultimate requested moment is your pressure underneath the beam r sub u over b n multiplied times the surface area against which it presses one times in times the moment arm is n over 2 rank that out r sub u n squared over 2 b l sub b r sub u n squared over 2 b l sub b probably has that somewhere down in here here it is right here r sub u n squared over 2 b l sub b now that's how much load is being placed on your plate a one inch wide strip only the next question is how strong is your plate well here's your plate here it is here's a dc I got a b and an e I got all kinds of stuff here here's a dc b is the top and e is down on the bottom here's your plate sticking out cutting through it at the wall I notice that your stresses there are no stresses because right now you didn't put any load on it then you put some reaction not this much but it caused this stress right there then you doubled that number and the stresses looked like that and then you quadrupled it and the first time any fiber yielded is right now market then you put some more load on there this fiber is not going to take any more stress it's going to stay at the yield stress this fiber will now reach yield and all those then put some more load that fiber reaches yield and then this fiber reaches yield and you fully yielded the top and you fully yielded the bottom that's the game we've been playing ever since we've been in here fully yield everything first thing you think we're going to have to worry about something locally buckling not at all there won't be any chance that something will locally buckle it's a flat plate in other words things used to locally buckle if the top flange had a lot of force in it acting over the whole thing but if you take a plate and you bend it such that at the top it's in compression the bottom it's in tension they're so close together there's nothing there can buckle so here's how strong it is I think I got a better picture over here here's your one inch strip here is here is the end of that one inch strip it's loaded all underneath here with pressure from the concrete on your bottom of your plate you are putting I got the moment shown in this direction only it is in that direction but I couldn't put it out here that's what I really should do because it looks a little fishy is show it like this same direction like that compression on the top tension on the bottom see the little squares how high is this f sub y of course every little fibers yielded how high is this hint hint t over two how wide is this one inch you want to know how much force is inside that little stress block it's f sub y times t over two times one inch that's how much force a plate can develop on the top half in compression this is how much it can carry in tension f sub y times t over two times one inch wide the total plastic moment due to those two forces is either this force times t over four plus this force times t over four or since it's a couple you can just come here in some moments about this point take either one of them and multiply it times t over two and you obviously get the same answer nominal moment is yield stress times t over two times one times the distance between the couple forces that's how strong a plate is f sub y thickness squared divided by two that's how long strong it really is on average what an optimist this guy is I caught you I saw you checking your watch we just started man it couldn't possibly be time to go yeah wait for spring break I'll tell you what I'm proud of you the fact that half of you came that's that's a good sign that means that only half of the structures on earth will collapse after you have after you all get out b the design strength is nine tenths of that number so now we know the strength of the plate and now we know the ultimate request for a moment on the plate all we do is we set the strength of the plate including the resistance factor to take into account variation nine tenths f sub y t squared over four has to be larger than that available r sub u n squared over two b l sub b in the new book and in the new specs and solve for t now that's a really nifty equation and I highly recommend you write it in your manual somewhere because it's not in there and students usually say how can it not be in there everything is in there well it is in there because on everything we've ever done if you remember he told us that m sub u must be less than or equal to phi in bending times z sub x plastic moment or uh phi sub b z sub x excuse me that's that's not what i'm looking for i'm looking for m sub m sub nominal where n sub nominal is equal to z times f sub y b m sub nominal f sub y times z sub x he says I did tell you that I said yeah but it took me two pages to get to how thick a plate ought to be it's not my problem I don't tell you how to do things I tell you what you should do you should do this and if a plate has a complex derivation on how thick it ought to be it's not my problem that's your problem when you show up on quiz b and you don't have that thing noted somewhere and look for it in the book look here because there it is right there it will be a little slower than everybody else that's how thick your plate should be right there that's how thick your plate should be not in the specs write it in there old pop quiz how much load could you place on this plate it was a 12 by 8 plate it was three quarters inch thick I asked them how much uniform load you could put on there and pounds per square inch and you can check it out turned out to be 89 pounds per square inch so here we have an example design a bearing plate to distribute the reaction of a w 21 by 68 span length is 15 feet 10 inches center to center service load is nine kips per foot along the length of the beam half of the nine four and a half kip per foot is dead and half because there's equal parts four and a half kip per foot for life to be supported on a reinforced concrete wall strength of the concrete is 3500 or the beam we're using 50 ksi steel and he's going to use 36 ksi steel for the plate the reason being it's really worth it to to buy a really high strength steel to make the beam because that's long and 30 feet long and even though it costs a little more per pound you have so many less pounds the plates they don't care the plates are just like channels they're just like angles there's not that much to them and so he's going to make the plate out of a weaker steel it'll turn out to be a little thicker but it'll still be cheaper in the long run factored load 1.2 dead 1.6 live there's half of your nine there's half of your nine 12.6 kip per foot i'm assuming he's already got the 68 pounds per foot in there because he already knows what beam he's talking about so that's doubtlessly in the dead load reaction is there's your 12.6 kip per foot that's the length of the beam half of the reaction goes on each end this beam has to carry 99.73 kips of course his whole purpose here is to show us how to design the plate but i'm a little surprised that he didn't go find out for a 21 by 68 what is vis of v vis of nx the minute he found out the required reaction he says well yeah but you know there's almost never controls yeah okay but i'd expect my students to make sure this beam's okay that it will hold that much shear whether or not i can get it in the web before it cripples or whether i can get it in the web before it yields i don't know but this is the first step there's your reference it's on that page there are no shear stresses in the plates that's true just are not and then no not there won't be any possibility that it'll fail in shear or it's a fail in shear you got to have a force up on one side and a force down on the other side and something in between that you're worried about if it's going to shear well there's on a plate that's underneath this there's no force up that's not offset by a force down you know if you say well it's not what you showed me right here yeah yeah that's impossible the truth well but no this is not possible in other words the only place that's going to happen is going to happen right here you know it's just too thick all right so now then i'm willing so i know that the beam is least okay there's a reason to proceed i'm going to determine how long the bearing plate should be so that i do not crush the relatively thin web after it gets out of the flange and out of the k design into the thin part that equation is very straightforward and there's only one or two choices one if it's on the end of the beam the load spreads out one of these k design times 2.5 if it were on the top then that load would spread out at two times a slope of two and a half there'd be a two and a half on this side and a two and a half on that side for total five plus the length of the plate but it's not it's on the end therefore the reaction is equal to the serve the area that's yielding is along this line that's where the equation 16.1-134 on that page came from 2.5k plus the length of the bearing plate area times stress excuse me that's length times width that's area times the yield stress that's the nominal strength you're going to have to remember to multiply it times fee before you play with it turns out that is such a reliable number and so subject to just almost no variation fee is a one check it out on these pages there's your 2.5 here is your k for a w 21 by 68 here's a w 21 by 68 here is 1.19 for k design 1.19 plus i don't know how long you're going to make the plate yet but i got this in the equation here this whole thing is multiplied times 50 ksi steel in the web not in the plate times the thickness of the web thickness of the web of 21 by 68.43 inches and therefore it has to be greater than 99.73 kips which is the request which solve for else to be out of there the plate has to be 1.66 inches long here is the top view of the beam here's the web down there here's the concrete footing if you want to make that 1.66 inches wide to keep the concrete happy dang dang had to be 40 feet long okay i don't like that you know this is not an airplane with wings you don't want these plates sticking out that long so we're going to definitely make it longer than the minimum just to get a reasonable sized plate but i don't know maybe something else to win considered crippling yet so let's do crippling there's no two values of k are given k design and k for detailing continuing there's first off it's pretty assured that this is not going to be down here further than one depth of the beam so it's going to be close to the end that puts this off into two equations turn to find no if i still have those equations and see if i happen to have them don't think so so i'll leave it for you to to check if you remember there were two choices anytime this thing was closer than one d one depth you had a choice of a short plate equation and a long plate equation and they were slightly different this was for a long plate he says look there's no way to tell i'm just going to assume this is a long plate plug in the numbers see how long the thing needs to be first check if it is a long plate according to that equation and then if it is we move on the equation was relative here the equations are right here and this was with uh n over d was greater than point two that's pretty that's pretty long plate and here's when n over d was less than point two that was for a short plate the numbers are point seven five point four is point four experimental the thickness of the web you remember was point four three from the dimensions table squared onto one plus now here the equations get a little different this one's a four n over d minus point two this one's a three n over d so it's just this term is different then the remaining terms are the same square to v f sub i thickness of the flange thickness of the web they're the same past that point so we're taking a chance to just a long plate that's four times l sub b or n divided by the depth of the beam 21.1 depth to the beam w 21 plus 68 depth of the beam 21.1 inches from the detailing table and 21.1 minus point two parentheses closed thickness of the web thickness of the flange to the 1.5 square root of 29,000 f sub yield is i thought we were using a 36 plate oh this is the web isn't we're working with the web crippling not the plate crippling good point 50 ksi steel a 992 times the thickness of the flange is 0.685 here and here is greater than the request all you got to do is solve for l sub b out of that equation now you can square things and square root things and move things on every side of the equation and then subtract from this side divide by 21.1 if you want to i wouldn't even touch it with a stick unless i'm taking a quiz or something i'd use ees did i tell you about ees i did didn't i i don't love it or excel or matlab or maple in the excel if you say i don't see how you solve it you use a thing called a what if analysis or a solver routine very nice put the equation in and ees will go boop it's three the answer that that's the only thing that fits in there that makes this side equal to that side and of course in the equation in the equation you put equal of course it has to be equal or greater then now let's see if it was a long plate surely you wouldn't pick the wrong one we're supposed to be checking the length of the plate divided by the depth of the beam that's three inch long plate divided by 21.1 dang it isn't a long plate even if it's not less than it's not uh greater than 0.2 it's less than 0.2 that means we use the wrong equation who cares because i got this one programmed in ees just as well and put all the numbers up at the top and then put the two equations down and just see which one is right using that one turns out it doesn't have to be three inches long it only has to be 2.59 question is is that a short plate will you put the 2.59 in there and it can't can't turn out anything else since it wasn't the other one has to be short it is short and therefore the length of the plate is 2.59 so good deal rather than having this stupid 1.66 plate about 30 feet long we now have a plate that's only this long nonsense all i gotta know is i gotta make sure that i have enough plates of the web done crippled and the web doesn't yield i'm gonna go pick a plate i'm just gonna pick something as long as it's bigger than all those numbers now he says with years and years of experience let's try six inches do i think he did that the first time even without experience i really doubt it my guess is he tried eight inches and it turned out that the plate looked like this here's your wide flange and the plate looked like that he says okay that's no good i don't want the thing rocking around on that plate i at least want b to equal to the flange width to try six and a six worked out fine prying in is equal to six then all we got to do now is find out how thick the plate has to be let's see first we got to do the the length for the concrete then we'll determine how thick the plate has to be you have decided to now make this six inches then your total load spread over a b by six plate must not hurt the concrete here again is your ultimate request it's fee for concrete times piece of nominal they call it piece of p we don't have any choice but to use their symbols since it's their game but you and i would call that the nominal force that we're requesting our strength was point eight five fc prime times area one we don't know that it could be that the plate could be much smaller than the wall and we might be able to get a little thinner plate because of it and not overstress the concrete but he says look let's just be conservative and assume that the plate fully covers up uh wall to wall so that you're not asking for any square root of what square root how much more did you get out of concrete a two over a one that's correct and if you say well i can't remember whether it was a two over a one of course that's nonsense because you don't have to it's written you know it's in the code or it's in the specs but uh if you don't remember i mean that's a gift if you take the square root of a one over a two well that's no gift you know that's a one over four square root of one over four is something and that that would kill you so you know that this is the the ratio you're looking for to increase the strength because the concrete has some surrounding concrete to help hold up the load so we'll take our 0.85 fc prime times the area of the concrete or the area of the steel multiply it times an appropriate fee you'll notice these numbers have been altered here because it's no longer 0.6 it's now 0.65 set it greater than the request says the area has to be 51.57 six times b has got to be 51.57 solve for b here was the one where it was 1.66 inches long the real length i guess i were yeah the real length is 31 inches if we did the other one where it had to be 2.59 inches long to prevent crippling the length was 20.3 inches to not hurt the concrete as this thing increases in length of course the moment arm increases and the plate has to be a lot thicker so he has decided to put the plate underneath he's going to make it six inches long solve for b b is equal to area over lb 8.6 inches says round it up to the nearest inch try a 10 inch thing well i don't mind you want to round it up to the nearest inch but that's not the nearest inch and he may say well okay they really don't like you sending in plates nine by something you know like about every two inches you know they may even have them sitting around somewhere i don't know but you round it up to whatever you like they're not that expensive so you're gonna try a 10 inch wide plate now then we need to know how thick the plate should be that's our last problem first if you remember our plate cantilevers out b over 2 minus k b over 2 minus k our b minus 2k over 2 take your choice b is 10 k sub design was 1.19 that's the distance from here to here and therefore the distance from here to where the thing cantilevers that's the length of the cantilever is in six out 3.81 inches length the plate cantilevers out from the web the equation that you wrote down and hopefully don't have to derive during the quiz is i don't know there wasn't a 2.22 but it was a number over a number it comes out 2.22 2.22 request stick out squared base length length length yield stress plug them in 1.2 1.22 notice the change in f sub y make it an inch and a quarter an inch and a quarter by six by ten there's your first column based design right no it's a beam bearing plate design that's correct here's your first back to your pages in your text same numbers try to be as equal to 10 inches there's your first column base plate design columns sitting on top drive carefully i need the money that's correct in other words the guy pays for what he wants i don't think three and a half is common anymore he used to be very common he just had changed most commonly because right you get a beta one of eight five well you get that on the 3.5 also everything less than 4,000 you have to get what the what the break point is to tell you the truth beta one equals k problem c or fc problem c something four thousand over four thousand okay i believe you but you get what you pay for if you say look i can live with that grade of concrete it's not you know it's a little less expensive because he doesn't have as much cement in it but it makes it a little bigger i can live with the guy says look i'm going all the way up in the new world tower i gotta have i forget what it is it's like 10 or 15 000 psi concrete down at the bottom yeah because you know that increases his force space so it will be given on on the quiz curious why i said teachers good question because it's on the fe exam and i can't answer the question and the other thing is really is timber masonry masonry is a common huge but there are when they got to be 128 hours you know we just could do so many things but there's not a graduate level or anything i don't think there's even one in the graduate thing no yeah possibly but it'll be a completely different thing they're thinking about for the environmental people in here having to pass steel or concrete you know and they environmental people say this is just nonsense we need them to have another environmental pressure thinking okay maybe what we ought to do is make everybody take like an hour of steel an hour of concrete and an hour of timber masonry and we make a little class that everybody takes it including you structures people and then the real structures classes will know you had that hour they'll build from there with a two hour concrete and a two hour steel something like that but that's the only way and it's a structures major you still wouldn't get any timber masonry yeah because like even if you look down there at the corner they use timber together that's absolutely everywhere well now then the timber you're talking about it's not structural work much um they use it for farms yeah okay that's that's true because it's loaded laterally the farmer complex over here all the water oh lord man i got timber i don't know where they got so many trees it's so interesting like they have the concrete the bottom floor that it's all concrete and then the top floor that started making that timber well think of the weight think how much weight they say they couldn't put a concrete floor on all those timber things all right they just wouldn't hold it up that's right if you want a first floor concrete well then you're gonna have to have some concrete columns and if you maybe you want to park cars there well then you need three floors of concrete and it's concrete up to that point put a timber construction above it sure um and i don't know the name anymore but if you'll go to mcgraw hill or you go to any of those people that turn out these turn out these kind of books any book that really is on timber and on masonry will be 100 percent i have a couple online ooh do you would you email me that yeah a ebooks mean like for free no no i mean they're they're out there so sokoloski wrote a really top-notch hydraulic book whole thing it's on it's on the web i have not what's it about it's about the towers oh no no no no the conspiracy theory um but specifically you know yeah and so i have not but i'll tell you the world's experts have they're not on the government payroll trying to hide the government's complicit complicity in the event and they know exactly what went wrong and uh the people like me who say i think you know that somebody really planted a bomb and said this guy in this office did it because that's where it started from did kennedy did the oswald really shoot kennedy you know just give it up take your choice and move on because you're not going to answer that question to some people's satisfaction i can tell you well it's not much you can do about free fall speed for so many tons of stuff f equals ma you remember the old guy that dropped the rock from the tower yeah yeah that's how they figured out you know that uh ball is size of a certain mass and you take one that has a lot less mass made out of wood they both hit the ground the guy said same time right you can't you can't alter that stuff i think the answer the question has been answered really and caught what on oh you mean the collapse on satellite how would that how would that be any better than the guy who's got a a direct shot at it it would be a strange thing to watch i guess just kind of just yeah yeah no i thought you meant maybe that was being used in the conspiracy no no i just saw that oh okay look at that you guys you caught all this nonsense on tape they're gonna think a and it was nuts