Yeah, back on the Sportsman zone on this Friday, they say the best things in life come in threes, and whether that is true or not, it certainly is applicable to the mammoth clash we are expecting for the Issa Dacosta Cup finals set for the national stadium in Kingston, Jamaica on Saturday. Clarendon College and Glenmure will meet for the third time this season. CeCe won the first 2-1 in the quarterfinals of the Dacosta Cup, while Glenmure in a match for the ages toppled their rivals 3-2 in the Champions Cup knockout final last week. I am joined in studio by LeJay Williams or in-house football analyst, and before I get to the Dacosta Cup final set for Saturday, plus there's also the Ben Francis final, a quick word LeJay on what happened in the Walker Cup final earlier today, Jamaica College crowned Walker Cup champions, San Andro-technical denied again by the dark blues, but apparently there was an incident in the penalty shootout where a penalty was saved initially by the San Andro-technical goalkeeper, the fourth official or the assistant determined that the kick should be retaken apparently because the ball was not stationary at the point when contact was made. I'm not sure if you saw everything that unfolded LeJay and can give us a breakdown and give us an understanding of how disappointing San Andro-technical must be and how delighted Jamaica College would be to win the title. Yeah it's a game where both teams have it out for each other as I mentioned in the segment yesterday a lot of say Andro-technical people close to the team were saying they can't wait to vote JC in this final and they had the better of them I think in the first half but in the second half Jamaica College started to turn the screw and I think when the penalty was given to Jamaica College for them to equalize that's when a lot of the bad feelings started and because it was it could have gone either way I think that penalty I do think it was a penalty when that was scored you know the Jamaica College players then decided to celebrate by you know doing just straight into some of the same Andro-technical fans and then the penalty shootout now as you mentioned when the penalty was being taken this would be the I believe the seventh penalty for Jamaica College because of how dug out the penalty spot was the ball was moving a lot so a lot of players had to put it either at the back of the penalty spot or at the front of it this player decided to put it in the middle and then it moved as he was about to kick it I'm not quite exactly sure the exact rules regarding that in a penalty shootout but my understanding is that a set piece any type of set piece cannot be taken if the ball is not stationary so I'm assuming one of the assistant referees saw that overturned the save all made him literally broke loose and then say Andro-technical went on to miss Jamaica College scored the retake and say Andro-technical went on to miss and as I mentioned there was a lot of mayhem from what I was seen I couldn't hear what was going on but just from watching I realized that coach Phillip Williams also didn't do his post-game interview so there was a lot of stuff going on with the referees the fans the entirety of the nation I see them look stunned so that's something to definitely look out for in the coming days yeah definitely we will be speaking more about that in detail on Monday let's talk about well the Manning Cup final comes up this evening as well that will be Mona taking on Hydell and Water Cracker that is expected to be live on Sportsmax too let's look ahead to the Dacosta Cup final though Leje which will be on Saturday Glen Muir versus Clarendon College for the third time this season how much watering is this one well I think Ricardo you and I called the game last week Saturday so I think we both know how great of an encounter this was not only from a viewing standpoint as I mentioned before I think tactically this is one of the best schoolboy football games I've ever seen the man marking all over the pitch all of the tactical nuances straight across from both teams I think up until that red card it was completely fascinating and even and I think even after the red card Clarendon College continued to threaten they could have equalized first after that hit the post twice had chances to even make it three all at the end so I think that the game was fantastic and I think it even sets up an even better game on Saturday because of the adjustments that will have to be made not only by Clarendon College will be missing Nassha and both but also by Glen Muir I don't think the Andrew Perry is going to come with the same play style and then want to turn over Clarendon College the same way so I think we're in line for what is supposed to be a really good game yeah you say a really good game Leger and you've been at most of the football matches if not all if Clarendon College is to win this match what will give them the edge that's a very good question actually I think the edge would be their experience actually because I think tactically I'm not going to say that Andrew Perry can get the better of Lenny Hyde consistently but I think Lenny Hyde is more stuck in his ways in terms of what he wants to accomplish on a football pitch I think Andrew Perry you know being as I mentioned you know a couple a couple weeks ago at this point you know his his his mindset you know his philosophy I think is more one of a Eurocentric one which means you're a bit more adaptably in certain instances so I think that Andrew Perry will come with you know not necessarily changing his philosophy but I think that he'll make adjustments so I think for Clarendon I think he's just being steadfast in what they are trying to achieve and I think that that's easy for them but one thing I do think that really caught up to them in the Champions Cup final is a lack of discipline especially from their biggest players who saw Christopher Hall get a yellow card, Malacca Douglas get a yellow card, Devonte Hodges get a yellow card and Narshaan Bolt get a red card and Narshaan Bolt is a national representative I think that there was a lack of discipline not not tactically per se but I do think that once they realized that Glenmere was about to give them as good a match as they probably have gotten as a team over the years you know and they were a bit maybe a bit complacent coming into the game we saw a lot of ill discipline he wasn't only that we saw Devonte Hodges also shove away one of the Glenmere players who are throwing he was a lot of spurts of indiscipline so they'll have to keep their emotions in check firstly and then try and execute the game plan because we know that Lenny Hyde is going to come with his usual brilliant self. Any area that Glenmere will have to improve on quickly come Saturdays Saturdays tomorrow a few hours yeah um something I'm going to harp on you know I'm as Ricardo mentioned the pregame show we will have this little segment called keys to the game um I'll be touching on three things for each team but most importantly for Glenmere as I'm going to mention I mentioned it in the first keys to the game also tempo tempo is so important for Glenmere because I want everyone watching to think about it if it were Klein and College of 3-1 in a final against Glenmere I don't think Glenmere would have more than 10 touches of the ball for the remainder of the game and I know that's what Andrew Perry wants to execute with Glenmere but maybe the players haven't quite gotten that grasp yet we know that Klein and College has that grasp because we have seen them do it over the years so I think tempo in terms of slowing the game down being you're a man up you have the ball control the ball too often I saw them try to go for long switches of play trying to kill off the game get the fourth goal which I understand you're trying to get one up over your rivals but tempo is going to be extremely important the hero pass isn't always there I think they have to calm down and once they calm down maybe they'll calm down know that they've won but once they calm down I think that that will be the key to this game for Glenmere. Yeah quickly how much more difficult is it though for Glenmere to slow the game down and play at the tempo that you're suggesting against an experienced Klein and College outfit and not just experience but they are likely to press Glenmere as we saw last week and they have the players capable of doing it as well. Well I mean it is difficult because when you're facing a press press means pressure so you're going to get a bit rattled but I think Andrew Perry has a quality and the temperament in his players usually to execute or get out of a press and what Andrew Perry does is coach a numerical advantage especially in build-up areas so there shouldn't be any reason for Glenmere not to be able to possess the ball and I was especially alluding to when Klein and College had 10 men so there there should be no reason for Glenmere not to do it except for a lack of temperament and that will lead to the tempo increasing when it doesn't need to so that's something that we're going to have to look out for in the game and I'll expand more on it tomorrow make sure you catch that pre-show. Yeah yeah um also Nashon Bolt as I understand it will be out for the remainder of the season two matches which is the remainder of the season the Dacosta Cup final and if Clarendon College win the Olivia Shield how big of a miss is that going to be for Clarendon College? Nashon Bolt was performing at the highest level I think as a defender in schoolboy football going into that game and I mentioned him specifically also I don't like harpy daddy the keys to the game as well I think that he's defending in wide channels would be extremely important he didn't get drawn out in wide channels too often in the Champions Cup final but when he was asked to make that tackle in a central area I think it's it's important to recognize the difference between when you're tackling wide and you can afford to be beaten Nashon Bolt but likes to slide in likes to be aggressive in his challenges when you're tackling centrally much more nuances has to come into it and he didn't have that nuance and that led to him being sent off so it's going to be a huge miss not only for his quality but also his experience so and he's been playing the entire season it's going to be a new centre-back pairing you know that centre-back pairings like to work in tandem even if the rest of the squad is being rotated you go keeping a centre-back pairing is so important in terms of consistency so it's going to be a huge miss and I'm sure it's something that Glenmure will target yeah it's quite interesting because after he was sent off and Clarendon College went down to 10 there are many who say they looked even better than they did before they went down to 10 and of course they had numerous opportunities none fell for them and Glenmure went on to win by three goals to two it's going to be an absolute classic another one at the national stadium on Saturday and before that will be the Ben Francis Cup knockout final um Froome technical will take on McGraw high um and yeah that will be the curtain eraser let's take a break over back with Interactive which will include the Sportsmax class moment


Okay, I'm going to be here in pro-metaphase and I'm going to ask you to predict what do you think is going to happen in metaphase, metaphase. Remember we were connecting our chromosomes, our double copied chromosomes, sister chromatids attached to each other. We're attaching them to our centrioles and the centrioles are migrating to the poles. Let's see what's happening in metaphase. Just right now, what's the first thing you notice? Dude, it's the thing that happens. It's how you know you're in metaphase. The chromosomes line up on the, it's called a metaphase plate, but it's the equator of the cell. Now the interesting thing is, prophase?  Metaphase? We can have early metaphase and late metaphase. We can have late, late prophase or pro-metaphase just before metaphase. But metaphase is we've lined up. The chromosomes have lined up in the middle and they're all, how did they line up? Well they attach. How did they move? How'd they even get there? It was the spindle fibers attached to the centrioles that literally are jockeying around these chromosomes and getting everybody lined up on the metaphase plate. Metaphase is quite possibly the easiest stage to identify, to see in slides because it's just that one thing that's happening. Now I want you to think, I want you to predict again. We lined up our chromosomes along this, along the middle. Why? Why are we doing this? Why are we lining them all up in the middle? What do you think is gonna happen next?  Do you see anything where you're like what? Wait a minute like it kind of pops out doesn't it? I really do get super excited. Is this where you're looking? Dude, uh-huh. That's a cell. Here's another one. Do you agree? Look at how the DNA is all condensed and it's totally locked up in the middle. These are both metaphase. Metaphase is easy. I would argue that this is also metaphase. I'm looking, I'm looking, I would argue that this is metaphase. Do you agree? Okay, good job. Back to your original question. Your question, my question, my question that you need to answer. What happens next? If you had to predict our next phase is anaphase, that was a gigantic hint. What do you think is gonna happen in anaphase?


my turn thank you for coming all 30 of you I don't know why it is you know and prophecy's a less than a hundred percent attendance they fuss at you where's our only when you come to a classroom the guys that came to class why should I fuss at you all right quick review when we had members that were torqued shame shame shame we had different ways of analyzing them if for example you had a roof truss with a channel on the top or a wide flange on the top with the gravity load down on the decking above the flange and all of the gravel and tar stuff like that then you will have this case where the this angle right here is theta and therefore the load is on the beam at an angle theta we have decided to break it up into two components he shows you that the vertical force will be designed into the beam just as always you could pick up the horizontal load and put it and bend it about the weak axis which is relatively new for you but you'd still have to take care of this torsion inside of the beam they use channels all the time that's and that's one of the things they're more commonly used for yes I will see me after class about the applications of when you should use channels and I beams and white flanges and Z shapes here's the way we have decided it's in our best interest and your peers to analyze a case one loaded beam go ahead and design it for strong axis bending take into account lateral torsional buckling or anything else web flange buckling you name it and then take the horizontal load and rather than actually putting a moment on this and trying to design the whole thing just leave the load on the top of the wide flange but only take half of its bending strength about the weak axis actually of course this loads up the T that T pulls over pulls this T with a little bit so you probably get some strength out of there but just taking half of it is on the conservative side for all cases that's the way it's analyzed loading case one analysis case one loading case two where you just put in the load off center but you don't have any weak axis bending per se but you do have some torque P times Z loading case two our best guess on how to analyze case two is just go ahead and design the vertical component of the whole thing the whole load about the strong axis plus go ahead and call that a little T half of a wide flange put the bending moment in effect in this this is what you called P times E was the bending moment you wanted to resist divided by the distance this is H zeroes from the centroid of the flanges it's not the full depth they find is not fair to take but that much force moment divided by moment arm on the T and analyze this T for that force the bottom one of course would be the same that's analysis case two then he talks about when this commonly shows up is in a roof Perlin that's the beams that span between the main trust members across from a trust joist these are also called bar joists they will a lot of times use angles in the top they look like this from the end you've put a pair of angles you wrap this bar bend it bend it bend it bend it you put them all together and you weld this piece right in here it becomes a very efficient and very inexpensive way to hold loads and they're ugly as sin but nobody cares because you can't see them there in the roof a lot of times though the horizontal part of the load is going to be on this beam right here and of course you're already going to design it for the vertical load the horizontal part parallel to the joist really bends this thing seriously about its weak axis and you can't hardly make it from this joist to the next joist so what they do is they'll put in what they call sag rods and they'll put them over this point also but the main purpose is to take this 15 foot channel bent about its weak axis or if it's a tee and make it shorter around the top see if I got any more here we go I got a picture here we go around the top you let each other each of them pull on each other so you put one across there to keep these from bending and then here the sag rod goes all the way down and the sag rod goes all the way down there'll be one of these every maybe 10 feet whatever you can live with this is it looking from the side you have the sag rods over the trust members you'll also have one supporting it in the middle so that when this beam bends it has it supported at the halfway mark or you may put in more than that depending now that makes it a statically indeterminate beam but we know how to do statically indeterminate beam so that's okay but the moments would be far something that's got even if this is the end of the channel you'd have a reaction a reaction and another support so that would be like a indeterminate structure kind of what they look like they you know they they don't make this all one long rod you could try that the people in the Hyde Regency thought about that and didn't do it and had a disaster on the hands because of it but if you use one rod all the way down then you got to take one of these nuts and thread it up here about 30 feet then you got to put the channel and the washers on there then you got to thread that nut up about 30 feet then the next one down you'll have to thread it up 20 feet but that's unacceptable so they'll come in pairs kind of like this a little closer together here's an example he's going to analyze some beams that are bent about both axis of course is how we got in this in the first place finding all the loads he has uniform loads you your 305 prof showed you how to do this leave that to you comes up with some number pounds per square foot that load is going straight down it's going to have to be broken up into two components one perpendicular to the beams one parallel to the roof and bending moments WL squared over 8 it's a moment inside of a simply supported beam here was the beam that wasn't 15 feet long because it was supported by a sag rod about its weak axis I'll leave that to you he cheats and uses tables right out of your hand book so he didn't have to solve for the moments inside of a statically indeterminate structure that was supported on the ends and then another sag rod here you just simply get the book find out how far it is between the end points and the moments are listed like 0.7 WL squared 1.25 WL squared and you just pull the moments right out of the tables right on up to many spans that's if you have concentrated loads this is if you have uniform loads this is if you have two loads inside there is if you have three loads inside there on your page 3-2 12 so just starting from you taking your 305 345 and you have the loads and you found the moments inside of these beams now I come into play you have a strong axis it happened to turn out to be 441 pounds a foot simply supported on the ends had a brace rod going this way but that doesn't help this thing it still got a full 15 foot span between brace points WL squared over 8 there was your W that you got from 345 it's 15 feet long WL squared over 8 is your request about the x-axis your weak axis bending here you had uniform load on it it was seven and a half feet long supported and the WL squared over 8 had a mistake in this book the length was I forget seven and a half feet the request turned out to be one Kipfoot which is a mistake that's not much the 15-sure or the 12-sure controls well this is a strong axis and this would be about the weak axis starting with those two numbers we're going to go see if that beam is adequate now right off the bat he does a number on us he says select a trial shape okay I understand that's what design is unless you got some tables or something that'll handle this stuff you're going to be selecting a trial shape and you're actually going to analyze your proposed design and he says why don't we try a C10 by 15.3 that will handle an unbraced length of seven and a half feet and give us a moment that's 12 but he says no no the one I'm proposing doesn't give you a 12 I say well okay I guess you're going to make it a little bigger than 12 he says yeah he says I'm going to make it 33 what he says well I already tried a whole bunch of them that was around 12 and 14 and 18 and 27 and he says I'll tell you now they don't need to have them work so well how am I supposed to do that he says you're supposed to do the same thing and with experience you won't pick a 12 when you start and it's a bit about the weak axis which is horrible okay in other words I'll get this with experience what are my students supposed to do well they have about same experience you do practically none compared to people who do this for a living he says time to pick a beam you want to tell them the answer and let them pick that beam you know so they don't waste a lot of time and they still get the idea sounds like a plan to me but I can tell you nothing more than this beam happens to work now where he got that from as he was tinkering around in his how much moment will these things carry for different items with an unbraced length of seven and a half and he comes up here with seven and a half and he found a channel right here would work would give him 33 having already been down on a previous page up to about 15 and 20 and 25 and going through all of the work involved and it didn't work he says I'd like you to try this one okay well I like to know how strong it is well I'll tell you how strong it is it is 33 about how strong you can have for the capacity of that shape and take into account lateral torsional buckling of the shape got about 33.2 he says now he must have worked this out using the equations because he sure didn't get that off this figure we you and I just looked at three dash 18 where did he get that from says okay is that a table I don't know either doesn't matter where you get it from okay with me that is okay well that's for a CCB of one and that's what we've got he says since we got a uniform load on this beam you can have a 1.3 times that above what you get in the tables so let me see why would he have an extra 30 percent now here are our values of CCB for simply supported beams and this case it was laterally supported at the midpoint it has a length of the full 15 feet but it's braced there with a sag rod and he says you can have 30 percent bigger than the tables than the graph gives you all right I'll take that this is another page with more drawings on it this is an old old text this is the old text here's has all the same numbers they still do here's where he tried this he says CCB is the one you the tables give you the graphs give you this but you can have more therefore you can have 1.3 times 33 I say well man it sounds like overkill for a 12 he says well the way you get to the weak axis part you'll see so I'm going to be able to have 14 point 42.9 kit feet and it won't laterally torsionally buckle that doesn't say that it won't flange buckle well yes it does because the shape doesn't have a little f-point this doesn't say that the plastic moment will take it that's a good point we've got to check and see what the plastic moment is that's when this table that's when this thing really does a lot of lying when it comes down and says you can have 33 and it won't laterally torsionally buckle and when you take the 33 and you multiply it times 1.3 it comes out in here somewhere way above the plastic moment check that so then I might as well check it while we're here the plastic moment for this shape is 42 43 round 43 something like that these things have 0.75 increments boy that's horrible to try and figure out so you know pick a number so it comes and says from the uniform load table gee I just got the emplastic what what is this uniform load table for C shapes and some kind of a table tells you how strong C's are for various links and things like that probably let's see here here are dimensions for C shapes there's your 10 by 15.3 there's the next page with Z's and section modulus's that's all good stuff there there's one tells you how much maximum total uniform loads you can have here's what he's using out of the table since he's got a channel and since it's got the right stress on it he's going to take a 15.3 and find out how much piece of B m sub p you can have it's 43 that's the plastic moment that's where he's getting the 43 and here's how much sheer capacity it has now where did I get it because I didn't get it from there I got max is equal to I got P sub B m sub plastic is for uniform tables he got what here's where I got it right here I got Z sub X out of the table and to find fee sub B m sub plastic x I took the point nine times the Z times the steel divided by 12 40 42.93 kit feet same as he got however since that since you're proposing 42.9 is the limit for lateral torsional buckling or 43 is the plastic 43 plastic is okay you still take the lower of the two 42 point we already said it's compact this is your xx supply now you're going to do your yy supply this is relatively new it's new in that it's got the same idea except you don't have to do lateral torsional buckling and you have to be careful for deflection or the plastic moment which you can run right on up to the plastic moment unless it gets too much deflection point nine times 36 there's your plastic moment I'm sorry there's your Z for your plastic moment it came from the table where we pull the numbers out of the dimensions table not on that page you go yy axis Z 2.34 for our shape 2.34 gives you 6.3 kit foot of capacity supply remember what you're trying to dig out here you're trying to dig out the strength the capacity the supply about both axes then you need the demand about both axes and I just went ahead and did it he says but since this is this is this over this and that's bigger than that then you got to use the deflection limit I don't get that I really don't I'd say all you got to do is you just do the limit for deflections your reflection equation in the manual incidentally and this number doesn't appear if you're going to use it you better write it down going to be 1.6 times the first yield elastic moment f sub y times that's yield times s sub g that's elastic section modulus excuse me about the y-axis and then of course it also needs a 0.9 0.9 1.6 f sub y s sub y 4.97 went ahead to do the same thing right here thing I did so now we know two numbers we got supplies now what we got to do is we got to figure out what is requested we already figure out some of the request yeah we already have the request those are what we came in the door with we had a request x-axis 12.4 we had a request y-axis of 1.034 so now we're ready to drop them into the interaction equation there's your request 12.4 and 1.034 requests here your supplies your strong axis supply was a 42.9 I can make sure this is back on where you can see it the x-axis supply turned out to be 42.9 the y-axis supply was 4.698 things okay now I says I say it's okay it's not okay something's fishy here that dang thing's got a load on the top flange huh what we're supposed to do for things that got loads on the top flange surely I would have not noticed this for 40 years what do we do when things have loads on the top flange what do we do when things have load on the top flange how do we analyze them give you a hint give you a hint what do you do to the thing when you put the load on it what do you say its strength is a y these are y over 2 okay so now then I'm hoping this was done back here he looky there there's your bending strength that you told me you were gonna get out of a whole wide plant a whole channel or wide flange whatever that system was a channel and you're only gonna take half of its strength that's gonna take care of the fact that you didn't put the load symmetrically on the weak axis bending force and it's okay sheer sheer was we already said point four four one kips per foot the thing was 15 feet long even though it's braced in the middle divided by twos 3.31 kips says you can go to uniform load tables you could also go to this is well you can't go to the z tables I talked about that kind of steel see if we got some you know that's right the uniform load tables were where we got the bending strength for the channel that's the properties of the channel there's the uniform load tables this came out of an old book they look at how they miss marked it showed this and called it that so errors do occur and how strong it is visa visa been 46.7 a little bit bigger than two or three good in sheer questions nothing new that's one reason it's boring till they pay you then of course it's not at all boring all right here are your notes same thing like I said I just don't have my pictures on all of this your book bending strength of other other shapes we don't do we're struggling to keep up with where we're supposed to be anyway now then beam columns is where there's no more problem is before because all they ask you is the axial load we ought to be able to tell me the load in a column the bending moment request about the strong axis where you've had 345 bending moment about a weak axis and you've had 345 then you need to know the capacity of the thing in axial compression you've had that back in the first of this class then you need to know the capacity about the strong axis that's that lateral torsional buckling and all that kind of good stuff and then you need to know the capacity about the weak axis that's the last stuff we did so there's nothing new going on here the only problem with it is that's a lot of stuff a lot of stuff to remember it all comes into play it's like taking a final over everything in the class instead of just the last third or something it is it's challenging mentions that most beams and columns or many can be just designed as a beam or a column because that's so much predominantly what's going on that there's not much else that you need to worry about but some of them in fact many of them are subjected to both bending and axiom at the same time in that case they're called beam columns you can read all the reasons you're doing this we already mentioned the interaction equation if you were going to do axial only you would say that piece of you has to be less than that's request the design piece of C piece of N you can tell me that ratio has to be less than 100% of the strength extracted from the available strength same way if you had all of a sudden added moment about an axis makes sense to assume that you could probably take the in your case dog on those AI those ASD people here a sub piece of you over P of the column fee piece of nominal of the column plus M sub you divided by fee this would be a fee in columns this would be a fee in bending times M sub nominal you would expect that ratio to some of that to be less than 100% and if you had a third axis you'd stick in a third term in its full glory for you and me without the terms that are good for ASD and LRFD this ratio plus that ratio plus that ratio you think it ought to be less than one they think it ought to be because if they find a practical reason where their number can go up to 1.2 and give me a little explanation plus a whole bunch of experimental verification I'm in there and they say well we got a lot of experimental verification we have no idea why I'm in there anyway you know hopefully some year they'll figure out why but until then if you can guarantee me this can run up to 1.2 I'm on it then we propose money for research now sadly it really breaks down into two cases if you have a heavily loaded column that also got a fair amount of bending in it and the amount of capacity you extract in that shape is greater than 20% of the available in compression then they call that a heavily loaded it's a beam column but it's like it's a heavily loaded beam and you have to admit to the full extraction of strength because you put axial load in it but you bring the bending moments in you only have to fess up to eight nights not a lot but it's there the strength is there so good enough I'll take it what happens if it's not heavily loaded what happens if this number is less than 0.2 if you try and extract less than 10% of the axial capacity of the beam out of the mix then it's called a lightly loaded beam column and you don't have to admit to all of it so well wasn't much there in the first places he says you don't want it you don't have to have it but I'm just telling you if you don't have much in the first place you only have to admit to half we will back you up a hundred percent it won't collapse it won't kill anybody and you will have a lighter and a less expensive structure but you do have to admit to all of the capacity being extracted bending strong bending weak those are the generic terms here you're in my terms because I've just not familiar with those I'm familiar I know what piece of you I know what m sub u is I know what m sub r for anybody is it's m sub u for me and m sub something else for the loud stress people that's your question this is what's going to be listed in the book and then the specs and right under it they'll tell you what it is for us and what it is for the allowed stressed people and so you should be okay but if you want to write that down in a book so you don't even look at this one you know everything I know him I know that guy I know that lady I know that dog I know that horse I it's up to you and I got that twice on 302 come he's got it twice have no idea oh that's right he he listed for for you and me then he listed for those people equations are on page 16.173 their equation h11a and h11b so an example okay not gonna do that example okay explain to him kind of why this eight nights and half is probably in there you remember in 305 I don't remember if we still cover this in 305 but they are what they call failure criteria one of them is the maximum shear stress failure criteria one of them the one we very commonly use is a maximum stress criteria once the stress reaches f sub y it's all over some of them are one of them is how much energy they think that the thing really starts to come apart when energy stored in something regardless of how you stressed it reaches some limit that what happens to be this one one half sigma so-and-so so-and-so so-and-so it plots such that and they find this is really true for stealing for some materials and this effect really is there you can put sigma y and then you got to stop sigma yield in one direction but if you put a little stress in the next direction you can do it and you can even put a little more because at this point you haven't yet hit the maximum energy that stored in the piece and so some weird things like that do go on and it's something like that someone who didn't know or here's what here's the maximum stress theory when you reach sigma y you got to quit when you reach sigma y you got to quit and what am I saying now I don't know about in between there but you know the quiz when you have other combinations are you gonna have to give me some stress transformation equations but if you hit sigma y in any plane you got to quit says you really don't have to so into the manual for nothing more than just a reference so you know where all this stuff is and we've already seen it in our book 16 16.173 shows you in terms of everybody's terms predominantly a column predominantly a beam this is the criteria for that breakpoint you find all terms piece of our required strength for LRFD LRFD LRFD LRFD here's for ASD other stuff probably will be back to some of this later because we have no interest in any of it just up till today so here's an example I've got a beam ooh look at that it's got actual loads on it and it's got some horizontal loads on it some bending moments now the bending moment let me check the bending moment right quick I'll have to factor these two loads and then I'll put the factored loads here and that'll cause me a couple of factored reactions and the moment underneath this will be the maximum so it would be a reaction times eight and a half feet that's how much moment we're talking about now the question is how is that person going to orient this beam column my guess is since he's bending the beam he will load it from the side if he wants like this from the about the strong axis he's welcome to put the 25.2 in this direction if he wants to but I think he'd be crazy to bend it about the strong axis with that big load rather than bend it about the about the weak axis for that load rather than the strong axis and so that's what the author assumes and that's what we'll assume we're giving all of the loads dead service 35 live service 99 axial dead service 5 concentrated load on a simply supported beam dead service all these still need to be factored here's the factor for these two axial loads 1.2 dead plus 1.6 live gives us 200.4 that's what you should be showing on your column bending load 1.2 times 5 plus 1.6 times 12 that's 25.2 that's where that 25.2 came from on these pictures M max is PL over 4 this case piece of use 200 we're gonna bend it about its strong axis how's it gonna buckle Terry how's it gonna buckle let me repeat it's going to be bent about its strong axis it's a column or a beam depend on this end spend on the other end gonna buckle strong axis that's a good guess but out of 50 50 you know it could be 50 50 chance it's wrong where how do most acts and most columns buckle about their weak axis that's right now they don't always buckle about the weak axis if you brace them about their weak axis in the middle are twice or three times then they may pop over and have to buckle about their strong axis this guy has no evidence of any that kind of stuff going on it's just hanging out in the air so although the bending is about the x-axis the buckling will occur what did I say although the bending is about the strong axis the buckling will occur about the weak axis so if you were to look at this column right here this is what you see you see a column that looks like this you would see that flange and you would see that flange and it would bend parallel to the web it would deflect parallel to the web it would not you couldn't see it buckle it would buckle out of the page about its weak axis impossible and the reason is you go get me a yardstick and you don't tinker with the middle you can all support the ends you put some load on it and you say well I'm just gonna put enough load till it buckles about the strong axis about 50 times lower than that before you get there it'll go to the side and you'll say stop that and you'll say let's try that again he go you know buckle about the weak axis and he's I'm gonna kick well he'll say something ugly to him and he goes he's gonna buckle about the weak axis because there's less buckling strength for this support system than about the strong axis you can calculate how much load it would take to buckle it about the strong axis but no one but you will have an interest in that number all right now let me tell you a problem you've got here which he said just a minute for now as delivered when you put a load on this thing these things aren't straight I mean they're pretty straight they look straight but you check them out they're not straight that's why you put this thing here on it and I think it covered up a few other sins also but when you gave me the buckling strength the oilers buckling load you put a point eight six six on it dropped it down below oilers or Timoshenko's equation now you're fixed to even make matters worse in this problem you're fixing to put a force on the beam you're gonna kick this thing out I don't know not just maybe two tenths of an inch quarter inch you're gonna kick this sucker out maybe an inch inch and a half depends on how long it is and how big the load is and how strong the beam is the point is that you have an added moment P delta which you took into account you now have a added load P delta see the moment arm P delta that you haven't accounted for but this is the first time you put any horizontal loads on my columns either but plan on it you're not getting away with that you're gonna have to give me a P delta effect if you took that same total load and spread it out into a uniform load that would be a lot easier on the beam would cause it to deflect a lot less this deformation you know I really wish I'd written that down I didn't think about it but and I don't know it off the top of my head the deflection under a concentrated load on the simply supported beam I guarantee it's a whole lot less and I think this one's WL squared over eight no that's for a calorie I don't know I can guarantee you this if that total load is spread out this is a lot smaller than this but in both cases you must account for that that P delta effect we're gonna ignore it in this problem only so here we go I love this text but I sure wish he'd kind of reminded me along the way what in the devil are we doing he tells me what to do from the column load color from the column load tables you know blah blah blah since bending is about the blah blah blah here's what he's doing this is calculating the available axial buckling strength about the yy axis since it's unsupported from top to bottom were it supported in the middle then I would have to study yy axing of yy buckling about something half as long and then strong axis for the full length we've done a lot of that there isn't anything new going on in this stuff so calculating the available axle he says you want you just go straight to the load tables I say sounds like it sounds good it's a w10 by 49 they probably got tables for that 17 foot long about its weak axis means I don't have to correct by finding phony KL so you happen to bring that with me available strength axial compression 50 ksi steel w10 by 49 is right there 17 feet long capacity is 405 405 I says you're bending this thing about the strong axis for heaven's sakes don't go get me a bunch of weak axis numbers unless you really plan on doing something stupid like that putting the load along the 90 degree away from the strong axis okay got you things about the strong axis that that's good that means I get to use those graphs they don't have any of those for a weak axis bending ccb is a one for the graphs so we may get some some extra here I don't know unbracing 17 feet w10 by 49 have to track that rascal down probably what you would do is you would go find a w10 by 49s plastic moment and track it down like that it may be on 10 pages later no actually it's still on this page so we're pretty lucky and 17 feet tells me that that 10 by 49 is not the lightest he says well that's only if you talk about just bending there's no telling if this is the lightest including bending about two axes plus axial I understand that it's got a strength of 197 with a ccb of one right 17 feet 197 that's what he got 197 197 he says for urine conditions what are they say well it was uniformly loaded and it was pinned on the ends he says ccb is 1.32 I said where the hell would you get that from I said if it was me I'd get the moment the quarter plus the moment of the half so it's also 12.5 blah blah blah he says send a figure it is oh I take it back it wasn't uniformly loaded was it had that concentrated load 0.32 that's how much extra moment you get don't forget this may lie to you I'm gonna go take my hundred and ninety-two I'm gonna multiply it times 1.32 and I can have 260 he says you can have six 260 under what conditions I say oh well okay unless that's bigger than the plastic moment he says okay don't forget that there's what is the plastic moment he says you can also get that from the beam design chart you can indeed it's right there to 26.5033 I don't know where he got all that accuracy from and he must have some really sharp eyes says also obtained from the beam design chart I don't believe it he worked it out you know he did so the design moment must be limited to this number here here are the factored loads these of course were given to us there's your request for column capacity was we said 200 we factored these we've got 25.2 maximum moment due to the 25.2 was WL over 4 107 drop it in the magic equation the real question is is this which is this which is this greater than two tenths that's the question that way we know which equation to use so we work out the request over the supply we used 49% of it just in axial that's a column they have a little beam flavor to it but that's a column therefore we have to confess to all of our sins in axial loading request over supply we only have to admit to eight-ninths of our bending moment request there was your WL over 4 over your supply there's your 226 the beam is okay the book probably ought to every now and then have some things that just seriously don't work so you don't think they ought to always work that's what students you know first off think gee the problem didn't work the beam was no good especially on an exam that bothers you a lot shouldn't and half the time you get things that don't work for a while see you next time I'm gonna be gone this afternoon consulting up in Dallas so if you were gonna plan come see me with your exam to discuss it gonna have to wait till Monday about Friday I hope by then you've got it kind of settled thank you no no but I got 305 books coming out my ears with that in it like I say I'm probably not even gonna go back to the office so you know can you get it Monday okay well do you have a 305 text that you know I don't remember I just stole it from someplace is this what you need this page yeah return it yeah just return it later that's not a problem sure thing yes it is that's right see the real the real question is if you use more than 20% of the columns capacity with your load right you we have found that you really have to use the equation PCBU over that full blast but you only need to confess to eight nights of the moment if it's if it's less than 20% you only have to admit to half of the number but in that case you have to admit to 100% of this those those are the two now why it's a break point at point two you know well you just you just you just have to go in well in our case it is but that's just because this is a real column I mean it was out in the corner of the building yeah and it's heavily loaded in axial force and there are some moments coming in on it so side loads those are probably wind loads you know the sheeting on the side transmitted to some kind of a beam that hold the sheets on the side of the building and they come in there in the middle of our column and they put a 25 kip load on the side but it's mostly a column yeah just because of the loads is caring now that same problem if you told me that the numbers they gave you this was 20 it was probably really a beam that was a statically indeterminate beam and it had some axial force in it and that happened to be lightly loaded so when you came down here you took 20 over 40 you don't get about 5% and since that's less than 210 so I'd say that's a beam massive that's correct and which means you've got to admit to 100% of your bending but that little bit of axial that you do have in there you only have to admit to half of it well no that's well I don't know you know all of those gifts all of those constants that lets you raise number from the theory number because you didn't bend as badly as you could or all of those kind of reasons those are really there and this one this only I guess the only difference is your bending strength is really there except the theory is wrong because of your supports that's the Christmas presents you get this the Christmas presents here all the time those you don't multiply times something to increase it because the theories doesn't really apply to your support system I don't think that's answering the question but that's I should have just said yeah and reduced bending or the other way around that's right well hey that never hurts I like that idea let me close this out and I'll be with you in just a second


of being able to tell that there's growth and like what is your metric for that? That's a huge question. And especially when we're talking about, you know, which tools they do use. So if you're gonna measure knowledge and skills, you know, you can measure, you can use a multiple-trace test, but when you measure attitudinal shifts, what can you do? The only thing you can do is have time. If you do not know the starting point where somebody began and where they are now, you can't measure an attitudinal shift. So does this person seem that they've grown in intellectual empathy or in perseverance or whatever? I would say do a two-by-two kind of a thinking. On one scale, you're measuring the product, the process and the progress, right? But the other, and you can't measure progress if you don't have the baseline. So I guess that's very important. The other thing, it also depends on the precise attitude you're working on. So for example, if somebody is working on, you know, oh, I want them to be, you know, to persevere, to show grit, okay. So you measure it in one way. But if you say, I want them to come on. I want them to have, I want them to understand the, to value the land or to value their home environment or the earth or whatever. It's a very different thing, right? So understanding the subtype of attitudinal shift you're looking for can change the evidence that you're willing to accept, right? This is why one of the things that seems to respond to all of that, knowledge, skills and attitudes is documentation through e-portfolio entries. So having a digital portfolio in which you could actually have, you know, personal reflections or journal entries or things over time or observations that you have of students interacting with each other. That's a key way to actually measure, but depends on what attitude you're looking at, right? Did you have a particular one in mind that you were having, you're thinking about? Well, I'm in human resources now, but we're looking at the transdisciplinary goals in AOLA. And so they're like Aloha Aina. There are some soft skills that we're also looking at, which, you know, are like servant leadership, creativity, perseverance, things like that as well. So as a goal, though, we get to pick one and then based on the one that we picked, we have to go on a journey, but I do know like the people that we're working in with in human resources, they're not as, they're not as able to make that shift in measuring growth. So that's a perfect example of, are there 17 elements of the AOLA learner outcomes, I think, I think there's 17, right? Yeah, okay. So one of the things that's really that, I think this was an activity that we'd recommended at one point, I'm not sure where it might be at what stage or which school, but it was to look at, identify the AOLA learning outcomes. And then this is for those of you who don't know the Kamehameha Schools in Hawaii, it's kind of like their mission statement, but these greater goals that they have for their graduates. So one of the things that we talked about was actually developing, if you created a rubric structure where you said the criteria are each of these different AOLA learner outcomes, okay? And for each one you have product, process and progress. Then together, you work with a team that's going to be using this, that it's gonna be measured against this, you develop the criteria with them. It's very powerful to develop the rubric, the judgment, the way you're going to be graded, it's very powerful to do that with the learner. So the person who is going to be under the, be judged by that, if they can talk through, well, what does it really look like to really understand what you really understand? So that would be your product. But, well, where have you come from in your understanding? That's your progress, but how did you actually get there? That's your process, but how do you describe each of those little pieces? So it is a bit more work. It's 17 times three different things that you have to talk through. But in developing that, what's really interesting is the people who develop the rubric are more likely to comply. They're more likely to do it because they own it. They actually contributed to the criteria that they're gonna be using. So that would be, to me, that's the part of the co-construction we were talking about before, where you actually do this with them because imposing an external measurement and then you saying, okay, but this value is how I see it and that's how I'm judging you. They said, well, I have a different interpretation. So unless that comes out first, it can be very difficult to measure attitudes. You're absolutely right. Thank you, Tracy. I really appreciate it. Oh, no, and so happy that you came. It's so wonderful to see you. I really appreciate you being here. Thank you. Dasha, am I saying your name right, Dasha? Is that right? Yeah, that's right. I just wanted to really thank you for this meeting. It was really beneficial for me, also for my patrols as is. And I just wanted to ask you whether the recordings of this session will be available because I wanted to share with my classmates, probably going to present it tomorrow on a class. So... Oh, great. Oh, very happy. Yes, Cynthia, what's the best way for her to get the link? Or is it already gonna be up on the Connections Facebook page or something? It will be on the... I'm actually opening our page, the Connections YouTube channel. Do you want to share your page so that she can see the address? There, I just pasted it in the chat. So it'll be available there. It'll probably be there by tomorrow morning, I'm pretty sure. But yeah, check in tomorrow. Yeah, okay. And Anne, you've been smiley, but quiet. What's up? No, I've just been enjoying the conversation and so much of what's been shared. I did have a question, and I'm sorry, because it's so late, but if you could address it maybe another time, even, but in the idea of an e-portfolio and keeping archives of, keeping track of growth, I love this idea, cross the board, but in my experience, so often tools that were intended to help work against us. And so how do you ensure that it doesn't become the permanent record that I always lived in fear of as a public school child or the CUME folder, where you have an instructor whose perspective may be uninformed. And so you get that pigeonholing or labeling of a student instead of it being used as it's intended. The key, I was just looking for a graphic that I have of this, but the real key is that the owner of the e-portfolio is the student, is the person, is you. So you get to choose who it's shared with and you get to choose the content. So the idea is, and then some teachers will encourage their students and say, I want you to put everything from your very first draft until your final project into your e-portfolio so you can just see your growth. Other teachers will just say choose your best piece and put it in there. So it can be guided in different ways, but the owner of the e-portfolio is forever yours. And that's a very interesting concept that we're working with in Connections is that the teachers that do our trainings or whatever, they get an e-portfolio and it's theirs. We don't touch it, do anything with it. They share with who they want to share. They share which folders they wanna share. So the concept here is kind of like within school systems, if you had with younger kids, what's really interesting is if you have, the more people can weigh in on things when they're in a shared digital format. So parents who always say, well, how come my kid is doing this and the other kids aren't? So you know, but look at where he's come from and show that, measure the kid against the kid, let the kid be his own point of reference is a really strong thing. So e-portfolios have the benefit of being shared with a wider audience, but they can also technically follow the kid throughout school. It's almost like what's happening to medical records these days. Medical records are with a doctor, which is like such a pain because how do you get your dental record? I was trying to get from the dentist in Ecuador to the dentist that I saw the first time versus how crazy is that? I should have my records. So I can go wherever I want and I can be able to. So with health now, we're seeing the shift that there's now this idea of being able to own your own data, right?  Well, you get to choose to share that picture or not, right, it's yours. So the idea is the data belongs to the individual. So it's not something that a teacher will choose to share or a blacklist a kid for or whatever, it's you own the data and you own permissions to what is shared. Yeah, does that make sense? Yeah, okay, good. And Saul, you wanted to say something? Yeah, I just wanna confirm that like e-portfolios like e-portfolios are like one of the best ways for someone to express themselves. So like in my case, from experience like when I had my master's degree, there was a class, it was like one credit it was called portfolio class. So we were supposed to like do our best or whatever, you know, like throughout our studies get the best out of like maybe a couple of works but it was kind of like here and there on a paper was kind of we had to print them out and there was much distraction, sorry, instruction. However, afterwards I changed majors and maybe probably after five years I also thought about like that, like I look for my works you know, I had grade writing sometimes once in a while and I will like on papers or a server and I couldn't find them but when I started LaGuardia Community College which is like, you know, it's Community College. So they had the first year seminar which I had the benefit of teaching that class and it was based on e-portfolio and I said, that is great and that is one of the best I could say. And as you mentioned, you could take it anywhere it's transferable and it's portable and also like as someone like your, if you're on the e-portfolio you can do whatever you can make changes right away on spot what server, therefore like in my case I'm trying to go for education psychology to kind of like revolutionize the education some in my own ways. And I believe that the e-portfolio is gonna be one of the essential infrastructure of the education system. Therefore I just wanna share my link but it's just like a start it's not like down what server. So like kind of like named as e-portfolio Academy I had like options university school what server Academy like made more sense and my model is like show up for yourself. So it is just like in the link. That's it, that ends up being and this is the problem we had with some of the schools when we tried to talk about e-portfolios was that some, the kids didn't get jazzed about doing it because they already said, yeah, but I have my Facebook page or I have my whatever page. So they didn't, they thought it was redundant which I thought fascinating because one was academic and one was not but they saw too much crossover. And so that is a very interesting thing. So when does it end up being something that's personalized and when is it something that is mainly for academics or just health or whatever? Do we have multiple e-portfolios of ourselves or can be on other platforms? And so that was something that's worth rethinking about whether or not that is something that should be done. I mean, what is the format of that? And Nancy, I'll let you have the last question because actually I do teach another class today so I do need to get something to eat before that. So go ahead and then I'll look at it. I'm studying my class also. Yeah, I got like extra time during the weekend to plan this class ahead. So I was supposed to plan it like right now but I'm all done. The question that I have is there is a possibility that after product process and progress we can have productivity? I like that, I like that. That's very nice. So that's almost that whole idea. Remember we keep talking about feed forward. What will you do better the next time? So that might be to me after the rubric has been completed you sort of say, okay, now after that self-assessment or after that assessment by others, now what? What do you do with that? Now that I know the product process and progress where does it go from here? And this is what I love about the whole feed forward concept is, and I think that came out of the Kamehameha Schools discussions, right? It's like, what do I do better the next time? As opposed to, oh, look how terrible my past was. It's sort of saying, now that I know this where will I take it? What will I do better the next time? And that is a very beautiful proactive. I like that, that's another P that could work there. But sort of at the end of the day now that you've taken that in, what do you do with it? Love it, very good. Thanks for that. That's a great note to end on. I appreciate that. I was thinking about that. It was very good, I love it. Okay, well, I'm so happy that you guys came and it was very good to see you again, Monica. And I appreciate you sticking around, Amy and Yulea, until the end of this. And so if there's anything else that we can do to support you guys, do stay in touch. You guys all have our emails. So make sure that if there's any follow-up questions or follow-up ideas that you want to speak about, do let us know, okay? All right, take care, you know, run, Monica. Okay, talk to you guys later. See you then. Thank you, thanks. Thank you for this one. Was that, oh, are you gonna do that other one? I don't know how to do that.


Hello friends, I am Sanjay Gupta. In this video I am going to demonstrate you how you can implement the concept of friend function for implementing maximum and minimum functions in C++. Before starting, you can note my information. You can connect with me by following these details. You can download my app Techimace that is available on Google Play. You can search my channel on YouTube by my name Sanjay Gupta. You can open my channel. You can subscribe it by clicking on this button. Here various programming languages related videos and playlists are available. You can watch and you can improve your programming skills by these videos. Now coming on to the topic. I am implementing two friend functions in this demonstration. So I have already implemented a code for you. Here header file is included. Then STD which is predefined namespace. I have used it using using keyword. Then advanced declaration of class 2 is available here because I have used this class before its definition. That's why I have declared it here. So whenever you want to use name of class before its definition, then you have to declare it first. Then I have defined class 1. Inside it I have declared a variable int a. Then in public section read function is defined. This read function will be printing enter a number message on console. And L is for new line. Then the entered number will be stored inside a using scene. Then I have declared two functions as friend function. First one is max. Second one is min. Both having written type void. Both are friend functions. Both are having two arguments, one of class one and second of class two. So these are just declarations. After termination of class one, I have defined class two in same way as class one is defined. Here one attribute B is declared. Then read function is implemented which will read a number using C out and C in. The entered number will be stored inside B. Then two functions are declared here which are friend function max and min. These functions are similar to class one. And both the functions will be having two arguments of class one and two respectively. Then two definitions are implemented. One for max and one for min. Max is having two arguments inside X and Y of class one and two. Then if condition is comparing their attributes A and B and accordingly the result will be displayed. Notice that these A and B attributes are declared in private section of private sections of class one and two. And still we are accessing them together in this function because this max function is friend function of both the classes. Similarly, main function is implemented. Here if condition is modified here less than sign is available instead of greater than rest of the statements are same and message is changed here lesser is printed instead of greater. So these two functions are friend functions in this program. Then in main function one class object A1 is declared two class object B1 is declared then A1 is calling read of class one B1 is calling read of class two. So two numbers will be entered. Then max function is called A1 and B1 both are passed as an argument. Then main function is called A1 and B1 both are passed as arguments. So this way calling of friend function is achieved in main function. So I hope you have understood the demonstration. Now I am going to execute this code for you. It is asking for two numbers. So first number I have entered two. It is asking for second number. I am entering six. You can see class two value is greater. So class two value is six. It is greater and class one value is lesser that is two. So through a single code we are identifying or we are able to identify which one is maximum and which one is minimum. So friends if you want to implement more than one friend functions in two or more than two classes then it is possible in C++. I hope you have understood the concept well. If you want to watch more programming related videos you can open my channel Sanjay Gupta on YouTube. You can subscribe it. Here various programming languages related videos are available. So improve your programming skills by watching my videos. Thank you for watching this video.


Pleasing our Creator is more important than pleasing your family and friends. So those who realize the importance of Creator. When we are talking about religion, when we are talking about the path to God, the straight path, then we are speaking about a path that will divide people. We are not talking about a liberal, all-inclusive, hey, whatever works for you, bro, ideology. No, we are speaking about truth and falsehoods. And if there is a truth, that truth will of course divide you from the rest of society. Thank you for watching this video.


The Cavalcade of America, sponsored by the DuPont Company, maker of better things for better living through chemistry, presents Paul Lucas as Pastor Martin Niemeler of Berlin. In an original radio play, listen for the sound of wings. The church bells ring in America. The holiest days of two of the world's great religions are with us again. But this year across Europe, the bells are silent and people fear even to pray. Tonight, with Paul Lucas as our star, Cavalcade reaches across the sea for its hero, bringing you a story of a fighter for the religious freedom that our American bells proclaim. In a concentration camp in central Germany, Pastor Martin Niemeler of Berlin suffers for his faith behind bars, his very torment, the measure of our religious liberty. Starring Paul Lucas as Pastor Martin Niemeler of Berlin in Listen for the Sound of Wings, written by Arthur Miller on the Cavalcade of America, sponsored by DuPont. Sunday morning in America, and the people come from their houses walking with holiday ease toward churches they've chosen. So sure that no man will ever dare to block their way. So sure and safe. Helen, I think Larry's grown since the Navy's shown him how to stand so straight. Just this uniform, Mrs. Nelson, makes my neck look longer, that's all.  Say, here come the Murphy's from Mass. We must be early for a change. Well, it's no harm being early. No, just that the minister will be surprised to see us get in before the collection. Morning, Mrs. Murphy. Morning. I'll get that cup of sugar back to you tomorrow. Oh, no hurry, my family ain't much for sweets. Oh, I needed it for some wonderful rhubarb, I got a Goldberg's. I'll send some over with a sugar. Oh, that'll be so kind of you. Is this Larry Jainson? Say, I guess I must look bigger in this uniform. Nobody seems to be sure it's me. And the windows smashed. I am sure it never crossed your minds that a day might come when you would arrive here to find the door of this church padlocked, or its walls blackened by fire. I am sure you do not realize that your sons are fighting the battles of this war to prevent men from locking you out of this church. And yet that is one of the reasons we fight this war. I will not deliver a sermon today. Instead, I will tell you a strange and terrible story. It is the story of Martin Niemeler, a pastor of the Lutheran Church in Berlin. It is the year 1933, the day before Germany's last election.  They are quiet. They are waiting for a visitor. Yes, he's always prompt. Oh, there he is, coming into the building. Himmler, stay in the next room.  Now, understand this. If we can get Martin Niemeler on our side, we have the Christian vote in Germany. When he enters, we will all rise and salute him, according to his rank as former U-boat commander. Remember, Rosenberg, this is no parson. Niemeler is made of iron. He insults very quickly, they say. So we will all be Christians this afternoon. Pay him ever respect, even above me. He must endorse the party for tomorrow's elections. His voice carries into every church in Germany. Pastor Martin Niemeler, to see you, Hitler. Chairman, on your feet now. Herr Kommande Niemeler, welcome. At your ease, meine Herren. I have been out of the Navy for 20 years, you mustn't salute me. Ah, it was automatic, Herr Pastor. A man looks at you and wants to salute. I am flattered, Herr Hitler. But I've come for other re-business. Ah, good. Have a chair, please. Between soldiers, there is no need for small talk, Herr Pastor. You understand, of course, that Germany is at the 11th hour. That I understand, Herr Hitler. But something else I do not understand. I am at your service, Herr Pastor. When your Nazi party began its propaganda, we of the Church understood that you were trying to change Germany back to what she was before 1918. Exactly, Herr Niemeler. Let me go on. A German Kaiser again. Order again. And the Church wants more a powerful force in Germany. The Church, you understand, is on its last legs here. Our funds are going fast. We have no support from the state. Herr Pastor, in Germany, once we are in power, the priest and the minister will stand beside the government again. Not like an orphan left to pick crumbs in the streets.  Good. That is good. But tell me then, why do you make propaganda against the Church? Ah, simple, Herr Pastor. Facts are facts. Millions of Germans are atheists. We cannot come to them preaching religion. So we preach atheism to the atheists. They support us, and once we take power, we hand them over to the churches, and they are yours to convert. We are realists. And Nazi does not live in the clouds. Then you are lying to the atheists. To the atheists? Yes, we are lying. But to me? To you, I am telling the truth. We are all religiously inclined. The atheism we preach sometimes is purely a tactic. Well, I'm trying very hard to believe that Herr Hitler. Realism, Herr Pastor. Realism. We will bring the heathen back to the church, and if we must lie to do it, then lie we must. Otherwise, it's chaos. Yes, it is chaos.   And I cannot go with liars. But if a man lies in order to bring a great good, is there not some honor in it? And could he not be a good man, after all? But your storm troops, they have beaten people. I've heard they murdered them. Ah, this is propaganda from the Bolsheviks. This is not true. It is true, Herr Hitler. And I will guarantee the support of the evangelical church, only if you swear to me that no violence will be used to influence the elections tomorrow. And no violence once you are in power. Herr Niemeler, I give you my oath as a soldier. So far as I am able to prevent it, there will be no violence on the part of my Nazis. Soldiers' oath I will trust. Ah, then we may announce your support of our party at once? On that condition you may do so. From this moment, Herr Niemeler, Germany moves toward Christ. For that I pray God, Herr Hitler. Herr Hessler, come in. What are you doing up this time of night? My son. They're after my son. Your son? He just called on the phone. He's coming here to the church. You must let him hide in the church. Hide? Who is he hiding from? The strong troopers. He was making a speech against Hitler and they broke into the meeting. What? He escaped. He's coming here. No, it must be something more than that, Herr Hessler. He must have done something, broken the law. Martin, my husband has been section of this church for 15 years. We did not raise a lawbreaker.  The people are frightened to vote against them. No, no, no. You are hysterical. They gave me the word there would be no violence. Look, man is coming across the street. It's Frank. It's Frank who let me open the church for him, Martin. But this is ridiculous. The man is not hunted for making a speech. That cop parked across the street. Where? Martin. There's a man sitting in the car. The door is opening. Somebody is getting out. He shot him. Here. I'll carry him into the house. Look at him. He's dead. Is he dead? Yes, he's dead, Herr Hessler. I have seen too many not to know. Now we lie him on the couch here. So... I give you my oath as a soldier, he said. It must be. Yes, your son must have been mixed up in some shady business. No. There were Nazis in that car.  They're making sure of the election that's why they're killing him. And he gave me his oath. A soldier's oath. Go and pass to Nimela. To break a covenant I made with the murderer. To break it in his face. I cannot, I cannot understand you, Adolf. He preaches against you every Sunday. It is known, it is common knowledge. Do you want the country to think that the Nazi party is afraid of Nimela? I am not afraid of Nimela, Himmler. Why is he free? The other priests who fought you, they are where they belong. We are not in power two days. This is three years now we have Germany. Give him to me, Adolf.  Himmler is right. Now listen to me, Himmler. All of you listen. Jesus Christ has lived in the German mine for 15 centuries. They cannot wipe him out in one year. Christianity must be drawn out of Germany. Like slow heat draws infection from a wound. Nimela has that heat. The Christians will follow him. He must lead them to us. Slowly he must bend the cross over his pulpit until it is a swastika. Then only then can we make away with Nimela. But then they are praying to me.  In short, he will play stick to phones in Nimela's church. Recall his sermons and bring them to me. I must understand this man. He is very strange. I must win his soul. Herr Pastor, there is a gentleman to see you. I must start services for Alain. I have no time for visitors on Sunday mornings. Herr Pastor, just here from Ribbentrop. From Ribbentrop? I thought he was in England. Show him in. I will only keep you a minute. Well, I never expected to see you so close to a church, Joachim. Neither did I. But as a matter of fact, I have come, Nimela, to become again a member of your parish. This is a surprise. A Nazi, a confirmed pagan like yourself suddenly turning to Christ. Tell me what happened to change your mind. Couldn't we dispense with the explanations? I have come to join the church. This is not a drinking club, Joachim. A certain degree of sincerity is required. Explanations are in perfect order. Very well, then. I am, as you know, ambassador to England. On Sundays, the other ambassadors all go to their respective churches. It is a disadvantage not to be affiliated with some religious order. In short, it is a matter of state.   It will be to your advantage. I might say it is required. I should say it is required. Last night, all the churches in Lubbock were closed down. It is forbidden to preach the Christian gospel in Lubbock.  And today, I am to admit you a member of the government into my church. I didn't come to talk. I came to get the stamp of my approval upon the Nazi regime. Very well.  Every cell in my body works day and night for his destruction. You don't seem to understand, Herr Niemeler. This is your last chance to escape arrest in prison. And perhaps worse. For what crime? The buildings of your last eight sermons are now being played back in Herr Hitler's office. There have been hidden microphones in your church. I know that. I knew it the first day they put them there. Give my sentiments to Hitler and tell him that if he has a Christian in his reigns, he may send him to join my church. But since he has none, I will admit no Nazis to membership. Good day, my Herr. I have a sermon to deliver. Do not deliver it, Herr Parsons. I beg your pardon. It will be your last. Five Gestapo men are seated in your church. They have orders to make the arrest if you criticize the state again. Then it truly is the end, huh? Not if you come to your senses. Herr von Riedentrop, I came to my senses too late. Stand aside. Don't deliver that sermon, Herr Niemeler. You did not really believe I would surrender my guard without a fight, did you? You are preparing for a battle with me, are you not? Yes. Well, then let it begin. No battle I would rather fight than for the right to preach God's word as I see it. Mark me, Nazi. My soul breeds fire today. Before Adolf Hitler or Lucifer himself, I will not bend. Stand aside. Good people, there is only one question now. If you want to become a beast without a soul, without a mind, you will obey him. But if you obey him, you cannot be a Christian man. They're coming at the aisles. Five of them. Say no more, they'll put you away. Take your seat. Good people, I repeat my words. If you obey Adolf Hitler, if you obey him, you cannot be a Christian man. Hans, take him. Yeah, yeah, yeah, Pastor. Walk quickly out that door. Yeah, come. You are listening to Paul Lucas as Pastor Martin Niemeler of Berlin on the cavalcade of America sponsored by DuPont. Ripped from his pulpit in the midst of his sermon, Niemeler is brought before Hitler. With the two men in the room is Rudolf, a special Gestapo agent. For almost five minutes, Hitler stands staring at a German man who will not bow to him. At last, he speaks. Money? You do not want money. Power? I offer you the position as bishop of the new German church. I will build you a new cathedral, the glory of the world. I will make you great with honors. But Christ, Herr Hitler, where is Christ in all these worlds? In Germany, there can only be one God. There is one God in Germany, and I serve him now. Why can't you understand this? You are a military man. Don't you see what we are trying to do? This time, Niemeler, we will conquer the world. We cannot do it with an army of Christians. A soldier cannot turn his other cheek. A soldier cannot feel that the meek will conquer that he's a brother to his enemy. Germany must have our own religion. And you are her God? A man cannot serve two masters, Niemeler. It is myself or Jesus Christ. Come to me, Niemeler. Stand beside me. The world lies open like a treasure house before us. Shake my hand. Come, shake my hand. The hand is the hand of the Antichrist. I do not deny it for Germany, Niemeler, for the mastery of the world. Take my hand. Herr Hitler, if I did not believe that you will die soon, I would strangle you this very minute. Niemeler!  Bishop of Germany, is it? You stinking wap of Yusufa. You beetle of the underworld, you antichrist. You will build me cathedrals. You will make me glorious. You are hanging yourself, Niemeler. A thousand priests lie dying in your jail. The blood of innocence is dripping from your teeth. But you will not hang me, and you know you will not. Or the sleeping rat of the German Christians will bake and crush you like a bug. May I leave this building, or am I under arrest? You may go. Let him go. The whole city knows he was arrested. Let's say he beat you down. He was sure he would be arrested. Give him a moment to think he's free. Arrest him on the doorstep of his house, Rudolf. Take him yourself to Saxhausen and begin at once.  Remember, Rudolf, no physical violence. In six months I want the living body of Martin Niemeler and in such good condition that it will stand erect under the robes of the Bishop of Germany. In six months, Rudolf.  Is he fast asleep? Yeah, he's sleeping all right. Had him carrying water all day. Open the door quietly. What have you got in that bag? Yeah, open it over his chest. What's that moving in it? A rat. Drop it on him.   Would you sign this document, Herr Niemeler? Just sign your name. No. I told you no. But it only says that you agree with the government. No. No, he will not have me. He will never, never have me. Good night. Faster. Faster, you mongrels. Around in a circle. Around in a circle, much, much. Hey! Niemeler, come here. Here. Put on this cap. Well, it's a, it's a dance cap. I can hardly... Put it on. There. Now look at him, you swine. Niemeler, stand on one foot. Ha, ha, ha. Don't he look pretty? Now hop to me. Come on, hop. Ha, ha, ha. You dance. Then hop to the wall. Alively now. Ha, ha, ha.  Hop back to me. Now don't let the cap fall off. Ha, ha, ha. Now back to the wall. Come on, holy, holy. Back to me now. Faster, faster. I can't. I'm having the strength. Let me go. Oh, Herr Niemeler. I have here a paper for you to sign. Your name. Just your name and you will be free, rich and powerful. Here. Here is my pen. Go away. Just your name. It will only take a moment. A few strokes of the pen and this horror ends like a dream. Take the pen. Here. Oatlov, please go and tell Hitler. Yes, what? If he has left him one spark of humanity, he must stop this. These men are turning into idiots. Last night they made a priest break his crucifix and spit on it. And then they shot him. And I had to watch. It made me watch all the executions.   Take my advice. I am with you. Just sign this agreement to support the government and I will have you out in ten minutes. I cannot sign it. Once and for all the German people must know that it is possible for a human being to have faith enough to stand against him. If I sign, they will know resistance is not possible. I cannot sign. Go away. I will be back. Good day. You see? He don't sleep anymore. He sits there all night talking to that rat. Seems to have it trained. Yeah, just sits there at his feet. It's like a friend to him. Glad to hear about this. We thought being Christian was building churches and throwing pennies to the poor when it was just as they cried to us for. We turned our backs on the pain of the people and they spat upon us. And they were right. Oh, rat.  Fitting congregation. God has sent to hear my letter-day wisdom. What do you see in your glistening eyes? A madman? Oh. Have I lost the hour? Is the thread broken? Judge me, brother of our new German king. Come, bite my finger if I have slipped the edge of sanity. Come. How far has it gone? God, give me a sign. Oh, Lord, my God, lift up my heart. I am not iron. End it. Deliver me. He must not have me. He must not have me. Oh! Oh, so sorry. He's a conventor. You're not hurt? Huh? What do you want? Go away, please. Don't ask me again. Don't, don't ask me. Very well. I'll not ask you. Heinrich, bring in the box. And that man. Hey, you. Come in here. A coffin? He's carrying a coffin. That's the coffin on end. Up right. That's it. Now you. Step inside. Oh, no, no, no, man. Shoot him. Don't make me. Get in there. That's it. Put him out of God's sake. All right, Heinrich. Put it right enough. Turn it upside down now. He strangled him.  Now stop it. Don't touch the pair, Pastor. That's it. Sit down. The guard will watch you from the door.  Come on, Heinrich. Wait. You can't leave him in here with me. I can't help it anymore.  You're carrying this too far.  Come, sign. Take the pen. No. No, no. All right. I will wait outside.  Our father, who art in heaven, hallowed be thy name. Thy kingdom come. Thy will be done on earth. Old man. Old man, can you hear me? I would break the box. But God help me. I cannot die now. They will say it was suicide. The people will lose all hope. They must have hope that the man can stand against him. Christ is stronger than it. Christ is stronger. Old man in the box, die quickly please. My soul yearns for that. But I dare not die now. For you I live. To fight him I live. In the name of Christ I live. I cannot break the box. For Christ's sake I cannot. Again his black bloods fly out to devour the world. Oh Lord, call out to the nations. Raise them up against this empty Christ. Strike down his quadrants and shatter him crosswise into the sea. You may look. Pastor. Eh? I am cursed in the next cell. I was plain to hit him. A curse on them. No, no, no. They are from England and America. I just got the word. Listen. They're going toward Berlin. Toward Berlin. Yes. They are. They are coming over. Imola, sign it. I command you to sign this agreement. There's very minute. I command you. Listen, Nati. They are bombing Berlin. Oh Lord. How long have I waited? And how beautiful the sound of those angels. Imola, you will sign. I order you. Sign? Order? Come. Shout commands to the sky. Look through the bars, Nati. They are coming. They are coming. Christ is not dead. The Boeing, the Stormwigs, the Wild Spitfire. Come, you roaring eagles. Strike them from their cities. Look. You tremble, Nati. You fear. Your skin grows cold. Don't turn away. Listen. Listen to the sound of those angels. Listen, Nati. The world is born again. Thank you, Paul Lucas. Ladies and gentlemen, in a few moments Mr. Lucas will return to our microphone. Before we hear from him, we have a story of chemistry in today's world. In 1917, soldiers called their emergency rations, usually hard tack and bacon, iron rations. Maybe they weren't as hard on the teeth as iron, but it took real iron men to carry them because they were packed in an iron box, a big tin can about a foot long, and one can held one meal. It took a husky soldier to carry meals for a full day. In this war, a soldier can easily carry a full day's rations in his pocket. And thanks to general advances in food technology and to development work by technicians of the United States Army Quartermaster Corps, there has been a tremendous improvement in the quality and nutrition value of his emergency field rations. Emergency rations must be light. They can't be bulky. Yet they must guarantee a man his daily quota of calories and vitamins. So packaging is important. Packaging that is light, strong, and protective. Packaging that can be counted on to safeguard emergency foods under the most trying conditions. The steamy jungle of Guadalcanal, the insects and torrential rains of New Guinea, the dry, quivering heat of the African desert. The United States Army Quartermaster Corps, working with the DuPont Company and other manufacturers, has developed improved packages for these emergency rations. Sometimes cellophane is used in the transparent sheet you're accustomed to seeing on many of the products you buy. Sometimes for even greater strength and moisture protection, cellophane is combined with other products like craft paper, glassine, and foil. Most of these laminations, that is cellophane, combined with these other materials, were virtually unknown before the war. Although you will see plenty of them when the war is won because they're doing such a good job. It's easy to understand why strength and resistance to all kinds of weather conditions are so important in packaging materials used on rations. Sometimes the rations must be thrown overboard from supply ships and floated to the troops on shore. In other instances, they're dropped by...


Wents, dropping. Felix and Pete. Big chase. Autry! That's big. You said we needed something big there, and Niko just gave it to us.