Hi, my name is Ben Kika and I'm an actress based out of California and today I wanted to do an updated tour of what I'm using for my self-tape auditions because it's always changing a little bit so I wanted to show you what I'm still using, what I have been using for many years and then the items that I just started using and yeah let me show you what I'm using for my self-tapes right now. As you can probably tell I am in my bedroom so I do my self-tapes in my bedroom and right now is the only time of day where I actually have decent lighting that I don't need to use my ring light but that ring light is the newer 18 inch ring light and I've been using it for many many years. I got it for Christmas 2017 so that's the one I'm still using it's around $100 depending on Amazon prices I don't know if you've noticed but Amazon prices change all of the time and then I have this Savage Paper backdrop it is a grey backdrop this one is 53 inches but I recently also got this 86 inch backdrop and this one I'm primarily using it for self-tapes that are for commercial auditions and when I use that big backdrop I also use this little newer light to just give it a little bit more dimension so let me just show you really quick on the grey backdrop what it looks like so you know when you're in front of it it just looks like fancy a little bit more dimension but for this one because I have to have the camera so close to you know not so I don't see the side I can't use that light just because I end up just pushing it against the wall but these two are the main ones that I use for my self-tape auditions 53 inches about $35 86 inch is about $54 and then of course I have these stands these are very flimsy it's still the same ones that I've been using for years around $35 on Amazon but since I don't have pets kids anything that really will knock it over that works for me and then I am still using this mic I usually use it if I know there's noise somewhere else right now I'm not using it I'm just using my microphone on my camera on my phone and then I have still this phone mount still tripod same one I've been using for a long time the the mic is around $60 this mount is $20 and then this tripod is about $80 still been using that so the only thing that has changed recently is this little light that I use behind my backdrops but other than that this is everything I use if you know I was on vacation or something and I absolutely needed to be able to travel light I would just take my tripod and you know choose a wall a white wall like this and audition like this but for now this is still my self-tape backdrop setup and I do use most of this to film youtube videos right now I am using a gimbal on just like filmic pro and that's another thing I'm using right now filmic pro to actually film the auditions speaking of filmic pro let me adjust the light a little bit because it got a little bit weird the sun is moving around but um yeah this is my setup everything is linked in the description as always let me know if you have a question about you know specifically each item there's nothing I'm I'm unhappy with this of course I store it vertically because or else it's gonna get curvy if you store it like this but I'm pretty easy to set up everything is easy to set up the ring everything is pretty durable except for I don't know if that's durable yet because the that little cube light I just got I used to always get the lumic cube uh commercials on youtube those are a little pricier so you know I added this to my wishlist for my birthday and I was lucky enough to get it so this little light here is around $35 and it does not come with the battery so you have to buy that and that's another $18 and then that tripod that it's on I've had for a little while um I came with some umbrella lights that I had a long time ago that were like $20 very very affordable I have everything linked in every single one of my videos if I ever add something that I'm using to filming auditions or youtube videos I always put it in the description and they are affiliate links so if you do click on it I get a little portion and I do appreciate it some of them might not be affiliate links um just sharing you know an easy way for you to find that but thank you so much for watching and at the end of every video I feature another channel this is today's feature if you would like to be featured on my next video make sure you're subscribed like this video and leave me a comment


Hi, my name is William. Today, let's talk about project templates and how teams that spend a lot of time and effort defining and finding the right project structure can reuse it and speed up collaboration. In this story, we have Dana, who is the new data scientist in the team, and Sasha, who is a developer in data-related projects. Sasha, the developer, and her team work in data analysis projects. The team is pretty happy with this project structure they have been working on. They consider this structure contains all the best practices the team should adopt. So they want this project to serve as a template for others to reuse and have it as a starting point. The project template is specially designed for data science projects. So Sasha wants to make the template available for all the team members of this group. To do that, she clicks in group settings, general and under custom project templates, she selects the location of the project that will become a template. Save changes and that's all. Now this is the time to shine. Consider this. Dana, the data scientist, is new in the team and she needs to start working in a text classification project. She starts asking a lot of questions such as, hey, how do you usually organize the data collected? How do we manage dependencies? What about the license? And so on. Sasha is quite happy with those questions and just asks her to go on and create her text classification project using the data project's custom template. Then Dana navigates to groups, selects the data science group where the template was previously made available by Sasha. The template is available for all of these subgroups. Dana selects for her project the natural language processing group and within this group creates a new project. Then she selects the option create from template. Click on group, here is where the custom templates are and make sure to use the one Sasha created. Now Dana just fill in the details such as her project URL, project name. She can double check that she is using the proper template. Select visibility level and click on create project. The project gets created. Here we can see it's using the template. Dana quickly notices this project structure answers some of her previous questions. This repo already contains a license, a change log and how to contribute to it. And very important, the first question she had, how her new team organized the data? Just by reading this structure here, she knows how to organize the data adopting the standards the team previously defined. With this she is equipped to start working. Project templates give us a way to make our best practices a default setup. So we don't reinvent the wheel every time we need to create a project. This could be a great way to speed up collaboration, automate some of the manual steps while ensuring compliance of our project structures. Stay tuned and let's continue learning and get lab.


Karolina Biorewski from Poland has been named Miss World 2021 in the 70th edition of the project in San Juan, Puerto Rico. The event originally scheduled for December 2021 had to be postponed after a coronavirus outbreak with contestants and crew members testing positive. Before the winner was announced, 40 Miss World semi-finalists took to the stage at the Coca-Cola Music Hall with musical performances by Puerto Rico Phil Harmonic Orchestra conducted by Miss World musical director Angel Vales. An emotional burlesque received her crown from reigning Miss World Tony Jan Singe. And the winner of Miss World is Poland. Please do subscribe to our YouTube channel and don't forget to hit the notification button so you get notified about fresh news updates.


Namaste, welcome to the second session of this course. You might remember the first session we talked about how our professional context is evolving and how we need a very different sets of the competencies. We also talked about the criticality of self management in attaining success and retaining success in our life and in our career. We looked at well-being as sign of management of self and management of career and we also reflected on how Indian data particularly the youth data suggest about the state of well-being and state of flourishing in India. In this course, we are going to look at why positive psychology and youth have to be part of this course. To understand this, we need to understand how evolution, human evolution takes place and we are mostly talking about the psychological evolution. Human evolution is result of some adaptive behaviors. These adaptive behaviors were developed, were demonstrated, they became like pattern by avoiding harm and injuries or rather we can say these are the result of avoiding harms and injuries and also result of seeking optimal experience, positive experience, creative experiences of life. So, both of these types of stimulants we can say although both of these types of tendencies have resulted into human evolution. We have to develop some mechanism which were actually result of our tendency ever need to avoid harm and injuries. For example, as human beings are and were evolving, they were facing many challenges coming from the natural environment, from the animals or from fellow human beings who might be competing for the resources. So as a result of constantly living in testing environment, they naturally develop the tendency of suspicion, tendency of hoarding things, tendency of developing some attachment, then only they could fight for those resources which they were hoarding. So all these things were result of avoiding harms. Functional distress mechanism also developed in this process to check the infidelity of the partner to look at some cunning members in the community who might steal the resources which one human being, one family has adopted, has acquired. So as a result of that, functional distress mechanism naturally developed. Lot of competitive, lot of games were actually very ruthless competition. They were zero sum game. Only one person could win. It is very different from win-win kind of games we see particularly in the corporate world. The whole business world rather is actually based on the notion of win-win. Someone gets money, someone gets a good. That is an exchange process. That is supposed to be and that was designed to be a win-win process. There are not many win-win games as human beings are evolving as we can say caveman was evolving. So as a result of that tendency for anger, competition, again the allurement, manipulation all these things had to be naturally developed. So we have developed these tendencies as we have evolved. David Bus, I have primarily taken these insights from the work of David Bus. The reference is given in this slide. We are not only though have evolved through avoiding harm and injuries. We have also evolved by seeking optimal experiences of being alive, being connected and being creative. These tendencies are very well captured in the Ryan and Desi's work on self-determination theory. What self-determination theory says is that human beings have tendency or natural urge to look for building competence. And you can see human beings as they have evolved not only have defended themselves not only they have survived the competition they have built very different type of competencies starting from use of the fire, use of the very rudimentary instruments, making the shades, making shelters, developing the process of agriculture. All these are at one level are result of tendency of human being to develop competency. They also have tendency for belonging that is how the families were born. Initially families were developed as biological units, but later on families became social unit and many social units started becoming communities. So the need for belongingness resulted into the formation of the communities, establishing of the villages, building of the states all that happened because of this need for belongingness. Human beings also have tendency and urge to exercise autonomy, to experience autonomy. The science for large part of it was aiming at winning over nature. This is this tendency is a reflection of seeking autonomy and as a result of that they challenge the most difficult environment, they challenge the most difficult challenges and they develop using competencies they started the human beings want to have more and more autonomy on whatever and whatever they wish to carry out. So our evolution is result of avoiding harm as well as seeking positive experiences. Naturally any science or any field of study which is aiming at studying human mind will naturally look at the behaviors and tendencies resulting from these two natural urges or natural evolutionary needs. So psychology is not different from that. Inherently the three mission of psychology as defined by the founders William James Wundt or Freud generally the mission of psychology was to be understood and William James who is the father of functionalist school of psychology articulated it very emphatically. It says that mission of psychology is curing mental illness making the lives of all people more fulfilling and identifying and nurturing talent. You can look at in these missions we have captured both the types of evolutionary tendencies. We have captured the tendencies which have resulted into the human personality and human functioning by the process of avoiding harms and we also look at elements which are result of natural tendency of human being to seek belongingness developing competency and acquiring autonomy. As field of psychology has grown and Saligman in his landmark paper on American psychologist which which he has written which is co-authored with Chick and Mihai they have explained this process that in the at the time of an after second world war some major changes took place. Large number of war veterans were coming back after the war during the war and there was a need for their psychological rehabilitation. Naturally they have seen violence they were part of the massive violence many many shocking traumatic experiences and that resulted into many psychological ailments. That was the need of that time to focus on the ailments on the problems and that was observed by psychologists of that time and they also found that by studying ailments they can get research support grants. Because of this need a massive effort was directed amongst the psychologists to underwell the different types of ailments and also developing ways of dealing with those and they were very successful. We have a massive data and massive documentation of the mental disorders and their symptoms as well as how they can be treated. But later on it was realized that treatment of illness is not equivalent to preventing that is number one. Secondly treatment of illness and nurturing talent which is mission of the psychology or making the lives more fulfilling which is another mission of psychology that these things are not equivalent. Treating ailment is different helping people to live more fulfilling life and developing their talents are different. In the next session we will also look at in the form of a picture that positive psychology is not dealing with the ailment it is actually above the zero line. So, normal situation is if we consider that as zero line above the zero line is where positive psychology belongs. But large part of the evolution since 1940s of the field happened on below the line phenomena which are mainly related to mental disorder and ailments. This thing was pointed out by Martin Seligman in his presidential speech in the American Psychological Association and he and his team called for diverting the attention of the field towards possibilities towards the greater competencies towards though the aspect of life which make life worth living. And that was the call which was the result of recognizing that treating ailment and achieving great life and realizing our humanity realizing the essence of the humanness in our life these are two different things.


Shunekweol this year will see us celebrating our heritage under some distinctive circumstances. We understand the vibrancy of our culture would normally call for much socialization through community and outdoor events. As we look towards Sunday, October 31, 2021, the Ministry of Health and the Office of the Prime Minister urges everyone to take the opportunity to celebrate Shunekweol with the immediate members of their households. Remember, restrictions on movement from Saturday evening at 4pm to Monday morning at 4am will be in effect. Let our actions this come in Sunday reflect the love and appreciation we have for our culture. We can emerge much stronger and celebrate Shunekweol in a grand way next year if we continue working together to combat the spread of COVID-19 in St. Lucia.


Hello everyone, I am Mrs. Meenakshi Shrigandhi from Vulturend Institute of Technology, Sholapur. Welcome to the video lecture on Transient Response Analysis. Learning outcome, at the end of this session, student will be able to explain the time response of a control system in terms of transient response and steady state response. Let's understand what is time response of a control system means. Most of the control system use time as its independent variable, so it is important to analyze the response given by the system for the applied excitation which is function of time. Analysis of response means to see the variations of output with respect to time. The output behavior with respect to time should be within specified limits to have a satisfactory performance of the system. The complete base of stability analysis lies in the time response analysis. The system stability, system accuracy and system evaluation is always based on the time response analysis and its corresponding results. Definition of time response. The response given by the system which is function of the time to the applied excitation is called time response of a control system. In any practical system, output of the system takes some finite time to reach to its final value. This time varies from system to system and is dependent on many factors. The final value achieved by the output also depends on the different factors like friction, mass or inertia of moving elements, some non-linearities present, etc. Let's see an example for time response. Consider a simple ammeter as a system. It is connected in a system so as to measure current of magnitude of 30 ampere. The ammeter pointer hence must deflect to show us 30 ampere reading on it which is the ideal value that it must show. Now pointer will take some finite time to stabilize to indicate some reading and after stabilizing also it depends on various factors like friction, pointer, inertia, etc. And even after this, it is not guaranteed whether it will show us accurate 30 ampere or not. Based on the example, we can classify the total output response into two parts. First is the part of output during the time it takes to reach to its final value which is called as transient response. And second is the final value attained by the output which will be near towards desired value if system is stable and accurate which is called as steady state response. Transient response. The output variation during the time it takes to achieve its final value is called as transient response. The time required to achieve the final value is called as the transient rate. This can also be defined as that part of the time response which decays to zero after some time as system output reaches to its final value. The transient response can be exponential or oscillatory. As shown in the figure, this is the exponential transient response and this is the oscillatory transient response. Symbolically, it is denoted as C of T of T. To get the desired output, the system must pass satisfactorily through transient rate. Transient response must vanish after some time to get the final value which is closer to the desired value. Such system in which the transient response dies after some time are called as stable systems. Mathematically, for stable operating system the equation is given as C of T is equal to zero. Try to think and answer what information about the system we can get from transient response. Pause the video for some time and note down the answer in your book. From transient response, we can get the following information about the system. When the system has started showing its response to the applied excitation, what is the rate of rise of output? This can indicate about the speed of the system whether output is increasing exponentially or it is oscillating. If output is oscillating, whether it is overshooting its final value, what is the settling time? When it is settling down to its final value. So this information is achieved from transient response. Let's see study state response. It is that part of the time response which remains after complete transient response vanishes from the system output. The study state response is generally the final value achieved by the system output. Its significance is that it tells us how far the actual output is from its desired value. The study state response indicates the accuracy of the system. The symbol for study state output is C of S is. Try to think and answer what information about the system we can get from study state response. Pause the video for some time and note down the answer in your book. From study state response we can get the following information about the system. How much away the system output is from its desired value which indicates error. Whether this error is constant or varying with time. So the entire information about the system performance can be obtained from transient and study state response. Hence the total time response C of T is given as C of T is equal to C of S is plus C of T of T. Where C of S is representing the study state output where C of T of T is giving the transient state output. Difference between the desired output and the actual output of the system is called as study state error which is denoted as E of S is. This error indicates the accuracy and plays an important role in designing the system. This is indicated by the overall time response containing the exponential transient output and study state output when the input applied is the step input. As shown in the figure the difference between the desired output and the actual output is the study state error. This is the time response containing the oscillatory transient output and the study state output when the input applied is the step input. Again you can see that the difference between the desired output and the actual output is nothing but the study state error. Let's see the standard test inputs. In practice many signals are available which are the functions of the time and can be used as the reference inputs for the various control system. These signals are the step, ramp, sawtooth type, square wave, triangular, etc. But while analyzing the system it is highly impossible to consider each one of it as an input and study the response. Hence from the analysis point of view these signals which are most commonly used as reference inputs are defined as standard test inputs. The evaluation of the system can be done on the basis of the response given by the system to the standard test inputs. Once system behaves satisfactorily to a test input its time response to actual input is assumed to be up to the mark. These standard test signals are step input, ramp input, parabolic input, and impulse input. The standard test input is the step input which is a position function. It is a sudden application of input at a specified time as shown in the figure. Mathematically it can be defined as r of t equal to a for t greater than or equal to 0 and it is equal to 0 when t is less than 0. If a is equal to 1 which is indicating magnitude then it is called as unit step function and it is denoted by u of t. Laplace transform of such input is a of s the next standard test input is the ramp input which is the velocity function. It is a constant rate of change in input that is the gradual application of input as shown in the figure. Mathematically it can be defined as r of t is equal to a of t for t greater than or equal to 0 and it is equal to 0 for t less than 0. If a is equal to 1 then it is called as unit ramp input. Laplace transform of such input is a by s square. The next standard test input is the impulse input. It is the input applied instantaneously for short duration of time of very high amplitude as shown in the figure. Mathematically it can be denoted as r of t is equal to a for t equal to 0 and it is equal to 0 for t not equal to 0. It is the pulse whose magnitude is infinite while its pulse tends to 0. Area of the impulse is nothing but its magnitude. If a is equal to 1 then it is called as unit impulse response denoted as delta of t. Laplace transform of such input is 1. The next standard test input is the parabolic input which is the acceleration function. This is the input which is 1 degree faster than a ramp type of input as shown in the figure. Mathematically it can be denoted as r of t is equal to a t square by 2 for t greater than or equal to 0 and it is equal to 0 for t less than 0. If a is equal to 1 then it is called as unit parabolic input. Laplace transform of such input is a by s cube. These are my references. Thank you.


I'm highly skeptical sure, but what is that skepticism based on if you're skeptical as well Have you asked yourself upon? What do I base my skepticism? Are you just plain ornery? You just don't want to go along with the rest of the thing Do you know some other people who believe in it that are really pretty dense and you don't want to join their group? You've got to have a reason I think For yourself and for others as to why you are skeptical these things are not likely to be true Therefore you need proof of them now. You're not required or am I certainly required to prove a negative I can't do that. I can't prove telepathy doesn't exist I remember getting a question years ago Lady stood up in the iron said can you prove to me that ESP doesn't exist and I said no I can't man. She sat down ha ha with her arms folded I was a victory for her and then I went on to explain I can't prove a negative my question is do you believe in it? She says absolutely. I said can you prove that it is so?  You're the one making the claim and they are the folks making the claims We're not we skeptics as Michael Sherman clearly pointed out. We're not in the business of debunking If I were in the business of debunking and I've often had that label pinned on me And I've always resented it and I've denied it if I were in the business of debunking It means I go into an investigation Convinced that this ain't so and I'm going to show you that it isn't I'm not a lawyer I don't have an advocacy position to take I'm convinced this isn't so I don't care what the evidence is I'm somehow going to prove that it ain't so no I go into the thing Investigating now to be perfectly fair with you. Let's be real for a minute. Well all the way through this I hope I can't prove a negative. It's true But I go into this thing I say prepared to be shown am I prejudiced against it Oh, yes, I have to admit that after all if you've been sitting by a chimney for 63 years on the India December the 24th And a fat man a red suit has never bounced down the chimney. Oh, you can say is 100% of my evidence Shows me that this is not necessarily so I don't have any proof that it is and what's more important folks Is this one fact? It's not very likely to be true based upon what you already know now I Often end my lectures with this little illustration People will ask the question and I'll see and you show that it ain't so no Then I got you know you have to prove to me since you say it is so that it is so suppose I illustrate for you I think rather well, but you'll be the judge of that in a moment whether or not You can prove a negative. Let's take Santa Claus. That's a very good example. Well around the end of December I'm awfully popular. I must admit in the street And I have kids almost worshiping me Sorry if they're disillusioned later on but who knows wasn't my fault. I didn't tell him the myth in the first place You have to examine the Santa Claus thing by specific means now.  So that's not much of a way of investigating it Let's a flying reindeer. There's a good way. Hey that we can test. Oh, please don't tell the ASPCA about this I I don't really want to do the experiment. I must say that in advance I really don't want to do the experiment, but let's just walk through it as if I were doing the thing, okay Let's name some numbers now. Okay, select by some randomizing process. Oh a thousand reindeer, okay, and You get them all together in a reindeer truck or something. I don't know what you put a reindeer in and a whole bunch of people with Whips or I don't know what do you do with reindeer? But anyway get some people know how to handle reindeer and stick them up on top of the World Trade Center in New York You're laughing and you're making assumptions now. I can't have that You're going to test whether or not reindeer can fly, okay?  I want to tell you but I like it. Keep it up You go on the top of the upper part of the World Trade Center and You have your thousand reindeer there. All right I put numbers on the side one two three all the way up to a thousand big numbers So you can see them and you have a guy with a videotape camera lots of pads of paper and whatnot and pens that work And you say okay the time is now ten past ten in the morning Okay, first experiment number one, please and number one up to the edge and they're ready. Okay video camera going good push Write down no Really no Number two Push Well now I don't know what the result of the experiment will be I suspect strongly what it will be based upon My meager knowledge of the aerodynamics of the average reindeer So I'm not an expert on it and based upon previous accounts of what reindeer can and cannot do I think we are going to end up With a pile of very unhappy and broken reindeer at the foot of the World Trade Center I'm probably a couple of policemen standing outside a squad car saying I don't know but here comes another one Now it gets better. I won't throw any more reindeer. I promise Now what have we proven of this experiment have we proven that reindeer cannot fly? No Of course not think about it now We've only shown that on this occasion under these conditions of atmospheric pressure temperature Radiation all these sort of thing at this position geographically on the season etc that these 1,000 reindeer either Could not fly or Chose not to Now if the second Then we know something certainly about the IQ of the average reindeer in this group However, we have not proven a negative we cannot prove a negative technically and rationally and philosophically speaking however People will often look at this example and say well, how many reindeer would you have to test now? I'm not going to get into the statistics of the thing our Benjamin can handle that for you I'm not going to get into the arguments on the matter I will only tell you that you cannot prove a negative and I think that's a rather good example of it You might wish to use in illustrating your point the other folks who claim that it is so are required to prove it And if it's so it's very easy. Just show me one flying reindeer Of course, then they come up with the rationalizations and they say oh, no It's only the eight tiny reindeer that live at the North Pole who can and will on the evening of December the 24th Fly to do that specific job in that case you have to throw up your hands and say well I don't think your hypothesis is very testable for more of James Randy and the educational foundation Make sure you visit Randy.org


A new telescope for mapping the sky is starting work at ESO's Paranal Observatory in Chile and has just released its first images. It's called Vista, or the Visible and Infrared Survey Telescope for Astronomy, and it's the largest and most powerful infrared survey telescope ever built. This is the ESOcast, cutting-edge science and life behind the scenes of ESO, the European Southern Observatory, exploring the universe's ultimate frontier with our host, Dr. J, aka Dr. Joe Liske. Hello and welcome to another episode of the ESOcast. Now even for an observatory like ESO, it's a special occasion when a new telescope starts operations. Vista is the first survey telescope at ESO's Paranal Observatory, and it's dedicated to mapping the sky at infrared wavelengths. It will chart the southern sky to much greater depth, and with much greater sharpness than has ever been done before. The first images have just been released, and they clearly show that Vista is working extremely well. Interesting things found by Vista will form targets for detailed study, both by the neighbouring ESO telescopes, such as the four 8-metre VLT unit telescopes, and by other observatories on Earth and in space. Vista will find the rare needles in the cosmic haystack, and then the VLT can study these needles in great detail, so astronomers can try to understand what they are and what's going on in the universe. Vista was conceived in the UK about 10 years ago, and a consortium got together to get it built, and it's now become an ESO telescope as part of the UK's contribution on joining ESO. Vista has a main mirror that is 4.1 metres across, which makes it the largest telescope in the world that is entirely dedicated to serving the sky. The mirror is also the most highly curved of its size and quality ever made, and its construction was a major challenge. The telescope is housed in a dome near ESO's VLT on Cerro Paranal, which means that it shares the top-quality observing conditions of that site. At the heart of Vista is a 3-ton camera containing 16 special detectors, sensitive to infrared light with a combined total of 67 megapixels. This huge instrument provides the widest sky coverage of any astronomical near-infrared camera. Vista's a telescope with infrared camera, and this allows us to study the look at the sky in a way that we can't see with an optical camera. So specifically, infrared cameras see preferentially cool objects, objects that are high red shift, or indeed objects that are hidden behind dust clouds. Vista is performing a total of six huge surveys over the next five years. Some focus on small patches of sky for long periods to detect extremely faint and distant objects, and others image the entire southern sky. The surveys study the distribution of galaxies and galaxy clusters, help unravel the mysterious nature of dark matter and dark energy, and look for rare objects, all the way from tiny but dangerous near-Earth asteroids out to the most remote quasars in the early universe. Our own Milky Way galaxy and its neighbors, the Magellanic Clouds, also receive their own surveys.  That's about as much as all of the VLT instruments put together. These data flow into ESO's archive system at its headquarters in Germany, and they are then sent on to the UK for further processing. The first images show the power of the telescope to image large areas of the sky, quickly and deeply. One of the first Vista images released shows the flame nebula, a spectacular region of gas and dust where stars are being formed. Vista's infrared eyes can see through the dust and reveal the cluster of hot, young stars in the heart of the cloud. At the bottom of the wide Vista field of view, the ghostly form of the horsehead nebula is faintly visible. Vista has also created a dramatic view in the direction of the center of our Milky Way galaxy. The wide field of view of the telescope and the highly sensitive infrared detectors of its camera allow over one million stars to be seen, many normally hidden behind dust. The Fornax cluster of galaxies is one of the nearest rich collections of galaxies. Vista's large field allows many of the cluster's galaxies to be imaged at once, including the elegant classical barred spiral galaxy NGC 1365 at the lower right. This unique image shows several of Vista's impressive capabilities. Vista's users will be not only the European astronomers who set up and specified these surveys in the first place, but because their public surveys and the results will be available worldwide, astronomers over the whole world will be using them to extract exciting results. And in many ways, history shows that the most exciting results to come out of things like this are often what you least expect. Obviously, I don't know what that is. Vista will give astronomers an entirely new view of the southern sky and we're all eagerly awaiting results from this powerful new addition to ESO's observational toolkit. This is Dr J signing off for the ESOcast. Join us again next time for another cosmic adventure.


Good afternoon everyone and welcome. This is an amazing time, isn't it? Here's another out-of-control and it's huge profitable trade called by me and with Sarma with a stock swish for the people that are on the Options letter. This was Amazon. I am on a roll people So I just got to stay focused and keep living in my own world of seeing things and predicting where they're going So I got up this morning and I looked at Amazon and I called the 960 calls for Amazon out for a next Friday and it went through the strike today And I called this before the open and how did I do it? I read the gap I read the gap. I read the gap based on my 26 point golden gap rating system Which is how I make money, which is how I make these incredible calls whether you're doing options trades with me or day trading with me I'm starting to think that my role in life is actually to do exactly what I've been doing Which is make predictions and stocks so that other people can make money. Maybe that's my job in the universe So anyways, if you do this today, it's up. It looks higher. It went almost $1 through the strike Very profitable trade. I got a lot of emails today from people. I think the most was Phillip but said he made over two grand although he got out. I think a little bit early Eric emailed me. He made like over $400. I don't even I think he only did like one contract So this was a really really really really really amazing move in just one day So you could do options out for a couple of days or a couple of weeks or you could do it for a couple of Hours or not even that Really really nice run out if you would like another way to make money Besides day trading you can day trade stocks in the morning with me in the room and you can do options or If you don't have time to day trade with me in the morning, you can just do the options Personally, I think the best thing is if you can do both You know, it's just what your timeliness But I've just I'm just so so so proud of myself for seeing things so clearly and And I've been making some aggressive calls. Let's just look at the market here Yeah, market did not blow up yet. This is doing it on its own people. So really this looks great So we'll see where it goes next week We'll just have to watch and wait and see good luck everyone and congratulations to all the people that did this this morning And got their waters out into the open and got to move up. You could have got out today Just go into the weekend profitable Amazing still looks higher though. I got to be honest with you But you know, you know, you're up a lot of money and something the best thing to do is to take some off If not the whole thing half and you can ride the rest out Have a great weekend everyone if you're interested in this The option letter or learning from me how to trade gaps so you can do it yourself Email me at Melissa at the stocks wish cop. Thanks everybody. Have a great weekend


Okay. Let us begin. I was showing you how loads dropped out in sets of bolts. Here's some tests they did. P on the middle plate, P over 2 on the outside plate. This obviously depends a lot on how stiff the two plates are and the material out of which they are made, but basically you can cover any of that variation. Here is what they found. Here is the middle plate pulling. You will notice that the hole in which it was put really shows up here. This bolt is really taking out load and dumping it into the next plate. Here the next one is not bent as much. This one is not bent as much. This looks like it has still to go and by the time this one gets really deformed, this one will be even more deformed, but it will still be holding its load. It will just be severely deformed. We discussed block shear. We mentioned that we don't even have a symbol for F sub u for shear. Since it is 6 tenths of F sub u ultimate in tension, we just use, we don't even have that symbol, you know, just to make sure you know what I'm talking about. It's F sub u in the book, 6 tenths of F sub u. If you ever have something in shear, a surface in shear, then it will be 6 tenths of the tensile strength. Now, if the bolt people use that or not, that's the bolt people's problem. And if we use their specifications in our specs, then, you know, we'll do whatever they do. But for the types of steel we use, structural steel, A 36, all that kind of stuff, we're going to be using 6 tenths of the ultimate for the ultimate in shear and the yield in shear will be 6 tenths of the yield in tension. We mentioned that as the steel's got stronger, we started having problems with the little corners breaking off. When we would pull these little corners out, we would notice that some of it got sheared and therefore you really ought to be applying F sub ultimate in shear, which would be 6 tenths of F sub ultimate in tension, which would be 6 tenths of F sub y on the sides that are sheared, wiped across.  That's called block shear. Here's a typical channel or a wide flange where someone's bolted something in the middle. I can't tell if it's a channel or a wide flange. And it tore this little block out of the middle and that little piece of steel that used to be called the web of the channel is now part of the plate. On the other hand, it could be that the channel is stronger or thicker than the gusset plate in which case the little plug will come out of the gusset plate. If they're both made out of the same steel and the channel is thicker than the gusset plate, then I know immediately to go check on the gusset plate because the pattern of failure is the same and I would use the thinner of the two materials. If this is made out of a high strength material and that's a low strength material and one is thicker and one is thinner, I wouldn't have any idea. I'd just have to check on both. Here are the parameters that you will be using. This happens to be a channel, flange, web, flange. Happens to be a 6 by 13, about 6 inches deep. It's not about it's 13 pounds of foot pretty much right on the button. They have 7-8 inch bolts in the connection which means these are, as far as you're concerned, 1 inch holes. The pattern, that's the spacing, spacing, spacing, that's the gauge. There aren't any slanted lines there so it really won't matter whether or not you know what the gauge or the spacing is because it won't show up in the equation. In the thickness of that web, check it out in the book, .437 inches.  On the end, I'll tell you that the gross area and tension is the thickness of the channel times the 5 inch dimension across the bolt holes and in shear, there are two shearing surfaces, one on the top, one on the bottom. That's the area of gross tension. Here's the area of gross shear over two. The dimension between the last hole and the entire block being pulled out was 8 inches so that surface area is 8 by .437 and there are two sides. In the calculations they ask you to perform for strength, you will find you need area gross tension and area gross shear. There's your numbers. Since there are holes in here, you will have to take the effect of these holes out of the gross area to get the net area. To get the net area, you would take the 8 inch length, it was 8 inches from here to here.  That would be multiplied times two and a half is multiplied times one to give you the length lost along that line. 8 minus the length lost gives you the net length. Multiply the length of that line times the thickness of the web and there's two of them so your net shear area is this number right here, whatever that calculates. Then on the tension end of things, you've also lost a half of a hole and a half of a hole on your net tension area. It used to be 5 times .437. Here you've lost two holes with two holes that's a half of a hole and a half of a hole, each one of them was a half inch across, half inch across, half inch across and that length times that distance gives you the cross sectional tension area on the back side here with the holes on each side. Now all we've got to do is put all those pieces together like the specs want you to do to determine how strong they are. I'll tell you this, it makes sense. If all of a sudden they go out and test it and something doesn't make sense, the first thing they do is they change the specs until it's true. Then they try like crazy to explain why it's true and if they can never figure it out, they don't care. I mean they care, but they don't know. If they say look, multiply that's .5, you have to do it because test is shown that's what you need to do. Now this is a typical failure pattern where there was a plate on the top of a wide flange and a plate on the bottom of a wide flange or possibly a S and it failed. It failed on this shear surface, two, three, failed on four shear surfaces and it failed on these relatively small tension areas. So your area net shear would be the length from here to here minus a half, one and a half, two and a half, minus two and a half holes times the thickness. The net tension area would be how far it is they drill the hole from there to the edge minus a half a hole. That'll give you this dimension times what is that thickness of? Thickness of the flange, that's correct. And there are four of those. So this right here pointed to that's a fourth of the area net tension. That's the way these things really fail. This is not how they fail. I mean, you know, it could be, you could say why not? You know, it's torn loose just like the other one had pieces torn off of it. Well, if you'll notice you have the same shear here as you have shear area here. So the shear area on both thoughts of failure are the same.  That's medium. Look at the tension area here. Very large, massive, massive. Here's some discussion and that's okay. You see something wrong in here? Let me know. No, that's fine. And talking to the people like that, that's fine. And I don't ever fuss about that. The real reason I fuss is because I thought you had a complaint. No, but I'm waiting for somebody who has a complaint.  I was in a hurry. The shear is listed. Well, it is over four. See, there's one, two. The tension in the shear are badly labeled. This is not a tension area. This is a shear area. That's what I thought that you were discussing over there and I wanted to go ahead and get that from you. But that's that's not a problem. Well, you know, the first time I wrote it, I didn't catch it either. But last semester, I can assure you a lot of people told me about it. Then I thought, well, that was pretty nifty. Let's see how many you'll catch it this time. And you did, you will. The shear areas aside, that's been wiped, the tension areas, the one that's been pulled straight out in tension. But the thing, the reason this can't control is there's just too much extra tension area with the same shear. There's nothing wrong with checking this. It's not a good idea to check it on an exam because you're not going to get, you will get the right answer for if this failed like this, which it can't do. And then when I write down something less than 100%, I'd say, well, I would have, but I can't do because they can't do this. Same way with an angle. And then I get some people who think the angle fails across here like that. The real way it fails is across the same shear area with a little bit of tension area out on the end. So the bottom line is on all of these things, the shear line, the failure line plane never goes across outstanding legs or elements or whatever you want to call them. You don't quite understand the words there will then just draw the two potential failure things and take the one that has the least tension area. Sheer areas usually the same. Yes, sir. Yeah, I do. Do you like to buy one? No. Well, sorry, your fees only get poorly drawn hand things. That's all you get. Now, here is a beam that is being framed into a girder. And they've had to cut the top out of it so that the floor will remain at the same elevation on the whole thing and they pull concrete across the top. They'll come in here and they may like on this side and show you one of them show that in three days that goes like that. It goes back like that. That's why I don't do these goes like that goes like that goes like that goes like that goes like that. There we go. That's getting close. And then it's welded down in here like that. And it's a plate and it's welded onto the girder or it could just be an angle that's bolted on and it'll have some holes in it like this. What happens is when you both these two together, the load on top of the beam has a tendency to tear this little corner out. If you still have that top flange, you won't get a failure. You'll put so much extra steel up there that it won't happen. So this is only when you cope a beam, then you have a tendency to block shear, rupture this little piece out of the web of the beam. And the stresses they find are nicely and uniformly distributed. And you get the full strength of this little tension piece down here. If on the other hand, you have two columns of bolts, sometimes three columns of bolts because you have a whole lot of load. It turns out the stresses are not nicely uniformly distributed. They are they look more like this. They have found that you do not get the full strength of this little block in tension around the bottom because of their not being uniformly distributed down at the bottom. And they make you apply a factor of point five to the tension term. That's the only one that they list that you have to do that to. All right, now back to the problem at hand, we'll have a nominal strength of shear of six tenths tension ultimate, that's shear ultimate times the net shear area that stress times area makes sense. And on the tension end of things, you'll have the full no point six here because there's no shear involved times the steel that's really left in tension net means left in shear net means left in tension after the holes are drilled out and you have accounted for them in your calculations. So the strength according to the specifications, you get the allowed of the allowed ultimate strength of the metal in shear times how much shear area is really there plus the ultimate intention times the area that's really still there in tension. The only thing wrong with this thing is what they find is every now and then this tension term actually doesn't have a nice uniform stress under it. And therefore you have to use a use of bs of point five us bs it's on this page. I got it on page 67 a I'll show it to you. So generally speaking, your equation reads shear ultimate times how much areas in shear plus a correction under certain conditions times attention term ultimate intention times how much steel is really there. Except sometimes they find that your connections are so long that they shear and they deform a whole lot. There was a really do deform and they deform so much that the little tension guy down there, he is doing this. He coming coming up in tension. He's yielding intention. Everything is fine. But he's getting so much deformation. He's actually getting out in here. And they say that's not a good idea. And so what they do is they say, if you go with the gross area up to the yield stress in shear, then we want you to stop. In other words, you can apply the ultimate stress to the steel that's really there. But we found that if you exceed f sub y in shear times the gross area, it's deformed so much we don't want you to continue. You must stop. So first thing you do is you calculate your number here. This number will be the same in both cases.  So calculate this, then calculate this. And I don't know it's always interesting, you know, make sure this is less than that. That tells you what you're supposed to do. The truth is it could just as easy as said, make sure this is less than that. It works either way. You have two terms and you want to take the lower of the two predictions. When you get through calculating the nominal resistances, because it is a breaking or a rupture situation, we want you to multiply it times 0.75. Notes. This is part 16, chapter j, section 4.3, but the page, oh yeah. I don't remember. It looks, it seemed like the, that's, I was just trying to make sure you know these page section things again. In other words, this thing right here is in chapter j. It's in section 4.3, but they just call it section 4.3. And though it's really chapter j, they call it just section j3. So that's a little bit different from what it's really, what it really is. It's in chapter j. Got an example. The terms you are going to need to work this, you're going to need the f sub u intention for your steel in use. You're going to have to know the net shear in shear, the net area in shear. You're going to have to know the net area intention. You're going to have to know the ultimate. You're going to have to know if the stress is actually on a beam, on the end of a beam, where you have more than one column of bolts. This you'll already, this you added, you have to know this. And you'll have to, you already calculated the gross area, so you could calculate the net area from it, so hang on to that number. And then everything else here is the same. Got an example. He has 7 eighths inch bolts, so he's got one inch diameter holes, a 36 steel. You get these dimensions from page one dash 48. That's where we put bolts in angle legs most of the time. I wouldn't guarantee you a homework problem has that, but generally speaking that's considered good practice. They're placed at three, three and one and a half. That tells you the length of the shear block and that tells you the width of the shear block. You'll be calculating gross shear and gross tension. Then you'll take out the holes. You'll take out that length times that thickness. You'll take out that length times that thickness. You'll take in this half of a hole times that thickness to turn the gross shear into the net shear. Now we'll get to that in a minute. Here are the specs. Strength of elements in shear, block shear strength. Available block shear. Here's your first equation. Here is if you get that shear area so that it's so highly stressed that it actually may tend to break the thing on the end, they don't want you to go that high. They want you to limit it to 6 tenths f sub y area gross shear. Calculate both terms, see which is a smaller. Then apply a resistance factor of 0.75 and he's got little comments. Very interesting. Well that's where I just showed you. Typical cases where this should be taking this 0.5 are illustrated in the commentary. It'd be nice if you'd tell me where but you know after a while you learn these things it's on that page and I got a copy of it. We already looked at it. Maybe not 67a. Back to the problem at hand. Shear areas are seven and a half inches long by three eighths inch thick. There are two and a half hole diameters each an inch in size. So we take the net shear area as three eighths times seven and a half. That's the total length. Subtract two hole diameters to get us the net shear. Net tension area is the area one and a half times three eighths minus a half a hole times the thickness. Three eighths there's one and a half minus a half of a hole. That much steel. There's the factor of 0.5 is used because there's a half a hole. I thought he's going to put a UBS on me here. I said I don't see that. 0.5 is there's only a half a hole missing in this dimension right here. Since the block shear occurs in an angle UBS is equal to one. Why? Because of 16.1-129 equation j page 66a. Here is the equation. Here's the page it's on. Here we got 87 kips including everything in the first half of our requirements. It's supposed to make sure it does not exceed this number. Extensive 36 where did the 36 come from? 36 steel that's right times the area gross in area gross in shear. You'll notice you have a reduced stress but you have an increased area. Then the second term remains the same it's 82.51. Look at that. This thing evidently would deform so much in shear that he's not going to let you let it go all the way up there. He's going to restrict you to 36 times 0.6 times the gross area. F sub y versus F sub u area gross in shear versus area net in shear. So you get the lower of the two 82.51 kips. Then to go to the design you got a multiple times the resistance factor of 0.75.  I won't let you through the door. You say I've got to have a bigger number then you're going to have to pay for another design because that angle didn't work. Yes sir. UBS is U for block shear when the block shear element is not uniformly distributed across the bottom. Here it is right here. It's on page 16.1-412. That may in our notes. Here is a little block that is pulled out only if the beam is coped. If it's not coped you don't have to check block shear. Here it tore out a corner of an angle. As you might imagine this is the tension side and therefore that's where the stresses are problematic. Here's an angle that's bolted on or welded on and the stresses are uniformly distributed. Here's a welded angle uniform. Here's a welded angle on a coped beam. Here is a bolted plate or angle to the column. One row one column of bolts. Here's an angle where the sides torn off rather than the middle out of the gusset plate. Here is a plate a gusset plate with bolts on it and those are considered uniform and then all of a sudden you run across one. Here's your column. Here's your beam. Here you have two columns. They have found the stresses are not nicely distributed. They do get higher than anybody thought they would because of that and therefore cases for which use block shear is .5. If you have three columns use a .5. Yes sir. Well you get a lot of gain because when you put the bolts on here the bolts on here were only half as strong as we needed. So the bolt guy did that and she came in with two rows of bolts and I said oh man you're killing my beam. She says that's not my problem. She says if you'd like you can get a beam where I can get eight bolts in a column there. So man that would be a 48 by 970 beam. She says not my problem. She says all I know is I need eight bolts. So I put them that way then I got to go find somebody who can do this job with the BS box shear U down to .5. Well with what happens is the load comes in here and it goes through the bolts tending to tear this corner out. The bolts press against the angle. The angle then presses against the column and of course we move on from there. The column load goes on down into the footing and it goes on down into the earth and that's the end of it. Yes sir. Yeah they they definitely tend to shear a block out of the out of the gusset plate and they also tend to shear uh they won't like this one right here won't have a block shear on the angle no if that's your question. There'll be no block shear on this one on the angle. There will be a block shear in the in the gusset plate. In other words it'll pull a little chunk right out of there. All right another thing we worry about is a radius of gyration. You can put plates all over the place you shouldn't you should try not to make them so thin that they have a tendency to rattle around when the wind blows. In other words if you find that this plate works nicely you need to really check its radius of gyration about its minor axis to see what's going on because if its L over R is very large then you get these ghost noises. The wind blows and you hear clank clank clank clank clank and the guy in the office says what the devil is that? Then we drill through the hole through the wall and we look around and we see this thing is flopping around. Plenty strong no problem but then you're gonna have to brace it somehow so it doesn't hit the other rod or something. It is suggested that the slenderness ratio of whatever you use be it an angle or a plate or you name it shouldn't be over 300 but it is a suggestion. It's a notification that if you make it much over that and don't make some special provision so you don't have some of these things slapping into each other you're going to have some noises that you don't want. Now looking at it from another point of view if you tell me you're designing attention member then p sub u should be less than the nominal strength times of an appropriate reduction factor a resistance factor turned around the other way. Phi being 0.9 for yield then p nominal would be f yield area gross. That's the number of course that you're trying to get larger than p sub u. Your ultimate request.  So if I'm going to design something that's pretty nice to know. Otherwise right off the bat I'll take your load divided by 0.9 to make the load bigger divided by f sub y to get p over a a p over sigma to get a and then that will be I'll have to find an area on the angle that's got that much if you don't give me one that big to begin with I can't even get started. To avoid fracture you want the same idea you want the fracture resistance factor 0.75 times f ultimate times a effective area you want it greater than the requested load so the effective area ought to be greater than this number and if you don't at least start out with that again I don't have a chance now you may say well that's not going to be as easy because the effective area depends on the length of the connection and it depends on all kinds of things I say I agree but at least it's a start hopefully it gives you something to start with centerness ratio will be satisfied if the radius of gyration is greater than l over 300 if you're talking about a wide flange you're going to use this about that axis for the radius of gyration if you're talking about an angle be talking about this axis because that is the minor axis in other words once you put it on a plate you can force it to bend about this axis but once it's out between the two ends it's going to buckle or going to bend or going to flop around about the z axis so you'll be looking for a radius of gyration about the the z axis. This has got an example got a tension member 5 foot 9 long service load dead load 18 live load 52 he wants to remember with the rectangular cross section shouldn't be much to this don't mean to just blow through them but day 36 steel he wants the connections in a single line he wants seven eight inch diameter bolts which gives you one inch diameter holes there's your gross area cut across here there's your net area there's your load 104.8 piece of view here's your required gross from our equations we just did piece of view nine tenths f sub y piece of view nine tenths right out of the table for a 36 steel so do you use a 36 that many square inches in the plate the effective area has to be piece of view of 0.75 f sub u we need that much effective area now in this case not going to be quite as hard because the effective area is the same as the net area because we don't have any unconnected outstanding elements now years of experience going that and i know that and i'm admitting that he just says try an inch well we mean try an inch why not try six inches well because it's a horrible thing i said well why not try half an inch i said well it's not good so you just got to start you and me we just got try an inch therefore the gross width would be the required gross area divided by how thick you're trying that means has to be 3.235 inches now here's the point if you find this is a that a one inch thick plate requires a really wide plate you may realize that it's going to have a very low radius of gyration and you may say i don't i don't think a one inch plate is going to be a real good plate or if you find after all is said done that thinking the plate should be one inch thick and then it only has to be a little bitty like this you know he said i don't think i've ever seen a plate where they drilled it through the edge like that and so that's not a good choice and all you can do is just rummage around in there until you get something that looks reasonable that's about it turns out this one works out all right one by three and a half is reasonable if it was a one by one that wouldn't be good now then we're going to check the effective area on this trial cross section so we go one by three point five four gross we subtract out the area of a hole that's the diameter of the hole that's the thickness of the plate and that's able to two and a half square inches which turns out more than we needed so that's pretty good plate and anytime anything comes out that close you can be sure somebody already tweaked the numbers before he wrote it down in the book here is your bh cubed over 12 for the moment of inertia of a one by three and a half plate here's the area i'm sure you remember that the equation for r is a square root of i over a or have access to it calculate the uh minimum radius of gyration i don't know if your book has inches squared anybody got a book well anyway if it does mine does it's not inches squared a radius is a radius it's a length so that's a minor typo maximum l over r 239 less than suggested not required by the specs it's okay use that plate i was curious anybody using the ta raise your hand what he's using the ta we got down there for 20 hours a week poor guy must really be bored okay read this uh example illustrates it wants to require there's determined procedures no no it doesn't this is a procedure same but same for l or fd and ast we don't do ast so we have no idea uh less than eight inches wide so it's a plate instead of a bar i don't care about that here he's saying for the first time you and i've already been using it where these gauge lengths are on angles on page one dash 48 in the specs here he's going to use one he's got an angle got 35 kips dead and live with three-quarter inch diameter bolts means you and i are going to be using seven eight inch holes factored load 154 kips required gross area from our equation same as we did last problem 4.75 square inches effective area has to be this much don't know how i'm gonna get that effective area to tell you the truth because i got a lot going on here and as best i know no he has he told me the length of the connection i can check that uh the radius of gyration should be uh l over 300 for the radius of gyration so it calculates we ought to have this number on our angle when we pick it find the lightest shape says we search the dimensions and properties tables first off he wants an unequal leg angle i have no idea why let me go ask him he says well on all the equal leg angles the angle sticks up pretty far and i and i lose a lot of strength because it's a five by sticking the air five angle he says if you get me an unequal leg angle then you'll probably find me an eight by four angle that'll that'll work and invariably you'll lay the long leg flat on the plate and you'll save me some money so i want an unequal leg angle gotcha uh that has the smallest acceptable gross area and check it's effective net area so about all we can do is pull one that looks like it might work on gross area and then see if we can really make this work uh starting at either end of the table here's the table the properties table we want something that has what area do we need 4.75 gross so we go for 4.75 that one might work six by four by half that one might work that's got an area over 4.75 no no no forget it that's a five by five that one might work that's a five by three and a half by five eights that one might work but it's an equal leg angle so got a couple of choices here we can try yes sir oh yeah first place don't choose one this lower i mean if you pick one this lower you're doomed already now then should you pick this one or this one you know that's that's already chancey but i mean you know we don't know it's possible that'll work so i'm going to give it a try you say well it's probably not going to work so i think i'll just try this one and then i do that one and it works and then you spend an extra 170 thousand dollars in steel and i got the bid and you're living under a bridge i'm going to try that one you know and if it won't work then i'll suck it up and go to this one knowing you had to do the same thing obviously you know in a class like this you don't want to use a whole bunch of time doing things repetitively in the real world like i say get paid by the hour and you have great you know fun when you really find out you saved a hundred thousand dollars in steel by knowing what you're doing uh here are the other dimensions here's the radius of gyration for the angles if we decided to pick them to check if the l over r is okay here is x bar if we are going to get ready to use a uh yeah a u not a u but a one minus x bar over l term forget if that term had a name to it here's some more angles oh that's bad it sounds like this angle didn't work go so we're going to try the six by four by half was the one that was pretty close its personal net area would be area gross minus area the holes there's the area gross there's the area the holes we lost two uh holes of that diameter times the thickness of a half inch angle left us with 3.875 says look you don't even know the length of the connection so you show them where x bar was was no help at all and i understand that therefore what i'll do is i will go to a table that gives me acceptable values whether or not i have the length or not is this table right here these are our shear lag factors here are angles right here oh excuse me forget that we don't know the l and therefore we're going to go down here to single and double angles four or more fasteners 0.8 that sounds good that sounds good where's the picture of that thing i forget how many boats it had four or more it's got four more boats if you only had three i'd be stuck with a 0.6 therefore having four or more i get 0.8 multiplied in there here is my uh net area is this much permitted to use 0.8 whether or not i come out with something even smaller or even worse than this later on this is still permitted but i'll we'll check it for it's over with i know i won't i'm gonna bother checking anything i'm already down to 3.07 square inches and i'm supposed to have 3.54 3.54 for the effective so i'm gonna have to use a different angle you go through the same calculations again the calculations must have been on the bottom of that page they are there's not any more to it than that here's our 5.8 for the gross here's the lost area 4.9 4.9 times 0.8 3.94 is bigger than we need it's okay then he checks the l over r satisfies everything all right now there are tables that will help you design they are really rough by that i mean they're just to put you in the ballpark is all they are going to do first off is not a problem to go get somebody with the right gross area but that effective area is a problem so what they have done is they have put together some tables like so the table is for the kind of steel you're going to use for that kind of a item and here's the shape 5 6 by 4 by half inch angle tells you the gross area and it tells you how strong the thing is in yielding so if you need 154 kips this is this guy will do it question is is how about the effective area on the thing and without a doubt using the 0.8 or something like that he didn't tell us and so you're just going to have to you have to check this when you're through he says if you can live with the effective area being 0.75 times the gross that includes the you that includes the holes that includes everything that doesn't include blocks here you still got to check that too i said well i don't i don't accept that's anywhere near right i have no idea he says well then don't use my tables go away well so wait wait wait i guess i'm not that firm on this point in other words he says that's not a bad average it's probably half of them are too big and half of them are too small and but it'll give you 155 kips it gives you a point to start immediately and then of course you don't have to check the gross area because you know it's got the gross area capacity all you got to do is go check all of the other little doodads in there all right see you next time go through the example he has on that if you want to use those design tables they can be handy thank you the picture you asked me about this is the kind see how the middle piece is just almost destroyed and the back part is broken now had they kept on pulling it out they'd have pulled us out across the shear as well as this then i could have shown you one that was fully broken but do i have one where the channel is pulled out or do i have one that the wide flange has the flanges torn loose really don't i haven't seen one of those see you can tell where the old plate was here was the old plate right here see those lines and obviously they marked those you know with the plate so they could kind of measure how far the plate was distorted or something like that and this is both of these are rupture on net tension area to get rupture on the side you'd have to use fewer bolts otherwise you just really not going to get that rupture on the side and then this thing here still be connected thank you okay yeah every one of them there's a lot of work goes on in that really is yep uh-huh you too


Good morning, everyone. I'm Sanjay Patil. I'm a product manager of SAP HANA Cloud Platform. So I have five minutes of your precious time. So let me use that by starting with describing how SAP customers are using Cloud Foundry. Let me begin with one of our large customers, Siemens. Siemens sells customers in discrete manufacturing and process industries like automotive, chemical, pharmaceutical. Siemens offers a solution for their customers in an industry called Mindsphere, which is built upon a SAP HANA Cloud Platform. Using this solution, physical machines and production facilities can be connected to the digital world. You heard from one of the earlier keynote speakers that robots are going to displace our jobs, right? So this is our chance to take revenge and analyze the physical assets on the shop floor to optimize them as much as we want. But that apart, this also leads to really interesting new business models. Instead of buying and owning expensive machinery, plant owners can now lease machines as a service with paper used model. Now, if you step back and think about it, there is something really interesting going on here. This Cloud Foundry has a technology which is used in SAP HANA Cloud Platform. That is OEM'd by Siemens Mindsphere, Siemens' Cloud Solution, which is then used by the manufacturers to offer machines as a service. And that is used by plant owners to produce goods in a highly cost efficient manner, which obviously benefits all of us. So to enable such an incredible value chain, what we need underneath is an open, agile, and flexible platform. By using Cloud Foundry, SAP HANA Cloud Platform is able to provide a rich set of services, including big data technologies like Hadoop to the Siemens project. Another great example is SAP Hybrid as a Service, also called as YAS, which is an e-commerce on demand platform. There are customer scenarios where they want to augment their existing e-commerce solutions by adding select new capabilities, like add a loyalty service to improve customer retention. By using Cloud Foundry-based microservices architecture, SAP YAS provides exactly that, the marketplace whereby anyone can develop, deploy, publish, and monetize business services like loyalty service. In this regard, we are working closely with the community projects like Cloud Foundry Abacus to build metering capabilities in the technology stack so that solutions like YAS can then offer billing and other business services. So with those two examples, let me try to summarize the key reasons for which Cloud Foundry is important for SAP. First, SAP has been driving digital transformation. You probably heard about this already. What that means is customers should be able to leverage existing assets and continuously deliver value at an enterprise scale. So that's an important piece. So with our experience with enterprise customers, we're bringing enterprise qualities to the Cloud Foundry stack, such as scaling, securing customer data. Secondly, for SAP, it is as much important to bring the benefits of cutting edge technologies to our customers as it is to make it really simple to consume these new innovations. Cloud Foundry provides a great avenue to have an open dialogue with other open source projects out there and systematically add new technologies like containerization to the stack. SAP has been working with engineers on projects like Diego to enable execution of Cloud Foundry apps on Linux. Last but not the least, multi-cloud is a very important strategic element for SAP. And Cloud Foundry has a very clear set of concrete projects in this regard. It provides very clear interfaces to the different infrastructure as a service options. As you may know, SAP leads a project called OpenStack CPI, which is basically the layering of Cloud Foundry with OpenStack. And we're building a number of large and small features over there. For example, supporting multiple networks on a single virtual machine so that your network traffic for data backup will not interfere with your network traffic for production scenarios. If you're interested more in this topic, we have a technical session today at 10.55 AM, where we will be talking about a test suite that is built to validate your OpenStack installations to handle Cloud Foundry deployments. So in a nutshell, there's a lot happening at SAP in regards to Cloud Foundry. Digital transformation is something SAP takes very seriously, whether it is to enable complex value chains like Siemens, or whether it is to provide an innovation platform to standardize application deployment across the different silos. SAP takes that very seriously. And SAP HANA Cloud Platform is right at the middle of all those crossroads, which internally uses Cloud Foundry. So to learn more, please stop by at our booth. We are on the show floor, and thank you for your time.


Hello, this is Laptop Media, and today, we will show you how to open the Dell Latitude 155,520 and what's inside of it. Accessing this laptop's internals is extremely easy. You just need to undo 8 captive Philips head screws, and then pry the bottom panel with a plastic tool. Please remember, it would be of great help to us if you just hit the like button and subscribe to our channel. That would motivate us to make even more and better videos for you. After you get inside, you will see the battery pack. Our unit has a 63 watt-hours capacity, while some configurations will include a smaller 42 watt-hours battery. In terms of memory, there are two Sodom slots, which support up to 64GB of dual-channel RAM in total. Storage-wise, you get 2 M.2 PCI-EX4 slots, with that one labeled with number 2 supporting PCI-E Gen4 drives. As for the cooling, there are two rather long heat pipes, connected to a side-mounted heat spreader. The tough job of getting the heat dissipated is done by the fan, which is not that big in diameter but has a pretty thick profile. If you'd like to see more disassembly videos of the latest notebooks we would highly appreciate if you hit the like button and subscribe to the channel.