Income Tax 2021-2022 Software Example Reporting Rental Income Expenses and Losses Get Ready to Get Refunds to the Max Diving in the Income Tax 2021-2022 LASERT Tax Software You Don't Need Tax Software to Follow Along But You Might Want to Have Access to the Forms and Schedules Which You Could Find on the IRS Website at irs.gov starting point we got the single file or Adam Smith living in Beverly Hills 90210 starting with the W-2 Income at the 100,000, 12,550 standard deduction to get us down to the taxable income 87,450, page 2 calculating the tax at the 15,015 line number 6 back to page 1 and we're thinking about the rental property now which typically would be reported on the Schedule E but you can imagine situations where you might report it on the Schedule C so just to take a look at those differences we'll go back and forth from a W-2 income here to the Schedule C and then spend more time on the Schedule E when might you report the rental income on a Schedule C as opposed to a Schedule E let's go to a quick recap Schedule C form 1040 profit or loss from business generally Schedule C is used when you provide substantial services in conjunction with the property or the rental is part of a trade or business as a real estate dealer providing substantial services what does that mean if you provide substantial services that are primarily for the tenants convenience such as regular cleaning changing linen or maid service you report your rental income and expenses on Schedule C so it's kind of like more you'd be doing stuff that you might expect like in a hotel which has a substantial service component to it used for 1065 U.S. return of partnership income if your rental activity is a partnership including a partnership with your spouse unless it is qualified joint venture so we have that partnership type of situation the partnership return would then be reporting the income flowing then through to the 1040s for the partners with the use of the K1s substantial services don't include the furnishing of heat and light cleaning of public areas trash collection etc for more information you can see publication 334 so the W2 situation is fairly straightforward let's go to the Schedule C type of situation let's say we remove remove the income from the W2 and then we go to the Schedule C first and then we'll go to the Schedule E it says a restaurant but we're assuming it's it's rental property here we're going to say this is 120,000 and then I'll put 20,000 in just some random expense for accounting got a pair accounting well right and then we're going to go back on over and say this is going to be the forms and so now we've got the Schedule C so now when it flows in to page one it's going through line eight if I go to the Schedule C just to look at the distinctions between the schedules and to consider what you as the taxpayer might be wanting to do in terms of how you can report in your income or how you want to set things up would be on the Schedule C you've got the 120 minus the expenses the expenses of course being deductible in order to generate revenue if they're ordinary and necessary that gets us to the 100,000 that 100,000 then flows to the Schedule 1 and on the Schedule 1 we have our income that's going to go then to the 1040 here it is on the 1040 however we also have the self-employment tax and this is huge because that's what could be a distinguishing factor that's reported here this is a Social Security in Medicare and it's being calculated at the 14129 which flows through to the Schedule 2 there's the 14129 which flows through to the 1040 page number two so now we not only have the tax being calculated up top but we also have the added tax that's being included in which is the self-employment tax now half of that tax is deducted for self-employment over here if I go back to the self-employment half of it's deducted so that's going to be flowing through to the Schedule 1 and page 2 so there's the 7065 which flows into the form 1040 so now we've got the 100,000 but we get to deduct at least some of the self-employment tax to bring down the adjusted gross income and we've got the qualified business income deduction I won't get into in detail here that may apply and so we've could that could be a factor as well and then on page 2 we've got the federal income tax and then you got that huge Social Security so those are some of the things that could be a factor now also realize that if you had a loss with the Schedule C it's likelier more likely that you don't have as many restrictions to take it so in other words if I had my loss was if I said this was 150 let's say it was 200,000 so I lost 80,000 right if I go back to my Schedule C now I've got a loss of the 80,000 that's flowing ultimately through to the form 1040 now I don't have any income against it if I had W2 income I might be able to take that against the W2 income depending on the circumstances or at least I have less restriction to do that so now I got W2 income I've got this huge loss and because I was actively participating the assumption being in the Schedule C I'm not running into the same kind of passive activity rules and limitations now just realize that if you're married if you're married you also have that kind of situation you got to deal with with the Social Security in particular so if I say we're married now for taxes you're kind of one entity for federal income taxes but the Social Security is still applied out per person so you got to determine what state like what states you're in to see if you can I'm going to bring this back to let's bring this back to 20,000 to determine if you're in joint custody property or something you might be able to then say that it's a joint return now and then if I go back on over just to get an idea of this is it community is it a community property state or not could have an impact on your capacity to make do this process so then we have the Schedule C so we got the same 100,000 and the 100,000 but the point is that here if it flows into the Schedule SE then you actually have two of them because the self-employment needs to be applied out to the two here Adam and Eve so that when they get their benefits they have this taken into consideration that's one of the big factors with the Schedule C why it's important to have that breakout broken out properly so another way you could do that is of course treat the two married couples individuals as a partnership and file the partnership return and have the K-1 flow through to the two individuals as well and then you can also look under the rules for a qualified joint venture as well for the reporting rules but I'm going to go back to the taxpayer here and we're going to bring it back to a single let's bring it back to single now and so then if I go back on over now we have the single file let's get rid of the W2 income and now let's move it on over to the Schedule E so I'm going to go over to the Schedule E so this is where we're at now so I'm going to go back on over here and say let's remove the Schedule C stuff and let's move to the Schedule E which I'm not going to put just the 100,000 we got a little bit more complex stuff but now we've got the Schedule E so I'm going to go on over to the Schedule E so instead of the Schedule C which now has nothing in it although we still have it there because I didn't delete the cut we got to go to Schedule E so the Schedule E now is going to give us the property it looks a little bit different in the layout but it's in essence an income statement so we have the revenue minus the expenses we got some more expenses that are involved here let's bring it so we have income on it to start off with and so I'm going to go back down and say we have income so there's going to be our income and then that is going to flow in to the Schedule 1 so there it is on Schedule 1 and then the form 1040 I didn't do the exact same amount of income but there's the 1040 and then we don't have the self-employment tax so then we got the standard deduction we don't see a line 13 generally the qualified business income and there's the tax but then on page two we don't see that other tax for the self-employment possibly so you got some kind of pros and cons with the Schedule C to the Schedule E meaning Schedule C you might don't have to worry about the passive loss kind of stuff so much so that could make things easier but you might have the self-employment tax that is going to be involved in it as well and so there's you know if you're trying to think about how you're going to structure your business to see where you will categorize you're going to take those things into considerations if you're kind of on the border now if you have losses that's when this whole kind of thing comes into play on the Schedule E because on the Schedule E note that if I if I invest into a property then I probably am hoping that just the value of the property goes up I'm not just making money on the rental activity like I might be doing with a Schedule C like service business where I'm just trying to generate revenue from year to year Schedule E I'm hoping the property goes up in value so that means that I could take losses and still be fairly content so and note the IRS is more skeptical therefore of losses so you can see those down here the form 6198 and the form 8582 are going to be some of the things that you be concerned with with losses now if you have income then the IRS is happy to take their share not not a problem but if you have a loss then that's when it gets into the problems that could happen so let's say we have a loss here let's bring the loss up so I'll say that we've got let's say this is 180,000 and that should bring us to a loss right so now we have the loss so the income is at the 120,000 minus then the expenses minus the expenses of 194.040 with the loss 74,040 we've got the two things that could take place that would limit the loss those would be the at-risk rules and then the the passive activity rules again these kind of apply to the losses because if you had income the IRS is happy to take their share of the income if they have losses the IRS might limit those losses now the first one is not as likely to be applicable for like individual most investors reporting on a schedule E it might be more likely on a pass-through type of entity like a partnership or an S corporation and it could arise for example if if you're hitting the at-risk rules meaning you're not at risk possibly due to for example having a loan let's say where they don't have the recourse towards you if you default on the loan so you've invested money that you're not really at risk for that's the kind of limitation that would be involved there for most people that are investing in the property that aren't like reported on the schedule E then you are at risk at that point that's why the passive rules are usually the ones that gonna kind of kick in there but that form 6198 is down here we're gonna say 6198 you can check it out form 6198 is the at-risk limitations and obviously you can look at the instructions and so on for it to dive into it in more depth if it's applicable and then we've got the the passive activity rules which are form 8582 and that one you can see is kicking in here form 8582 is the passive activity loss limitation so we had our loss of the 74,040 and then you've got your your limitation that is taking place and ultimately calculating down here to give you that 25 so we'll go into that in a bit more detail in a second but first let's just just imagine that if we put in an at-risk kind of limit here up top that one would be applied out so I could say okay what if we said that we had the amount at risk was 50,000 just to see that apply out here and so now you've got it limited so our loss was at 74,040 and it limited you know limited here and then it limited with the 25,000 so let's go back on over and say that's not often may not be the case and let's go back on over to here so now we've got the loss of the 74,040 but it's being limited to the 25,000 down below now this is where the three kind of terms come come into play meaning is it completely passive do you actively participate or you know are you a real estate professional so actively participating is usually what is required to get this deduction the 25,000 so if I went back on over for example and we said that we did not actively participate if we did not actively participate then you're gonna have a you're gonna have a limitation and you can see the loss then not flowing in to the first page of the form 1040 even if I had some other income here you might have like w2 income for example of the 100,000 100,000 that you'd like to take a loss against so it's not flowing through but if I say I actively participate so we're going to say okay I actively participate then now that 25,000 uh is flowing through here that you could see the activity basically flowing through from the schedule e and then if I say I'm a real estate professional if I say I'm a real estate professional then the software is saying I'm going to allow the 7440 in essence rolling rolling through here so those terms are going to be important and you're going to want to be thinking okay what is it what do I need to do to go from completely passive if I have a loss particularly to be actively participating to be like a real estate professional now that 25,000 will will phase out so let's bring it back to the 25,000 and let's say that we actively participate so we get that that 25,000 so if your agi goes over like 100,000 then that could start to to phase out so let's say that I've got income of 120,000 and I go back on over to the forms you can see it's basically phasing out with a with an income limitation which you could see on the calculation for the passive activity rules here I won't go through the whole calculation but you got basically the limitation that is going to be imposed upon it for your agi as you go over the 100,000 okay so let's bring it back then to to the 100,000 so now we're picking up that that loss at the 25 again and you would think that everything should double if you got married now so if Sam got married to or Adam got married to Eve here then we're going to say okay but now they they're married now so married filing jointly and we pull it back on over and you'd think that you'd think maybe you'd get like 50,000 of the loss but no like even if I say it's a joint venture here we're going to say it's at you know the 20 the 25,000 on the loss and the limitation is similar to so if I bring the income up over the 100,000 for the phase out you think the phase out would be like 200,000 now 120,000 now for the married it's still reducing the loss so it's kind of a kind of a funny funny thing for the for the that that that weird rule and you could see it kind of happened kind of like strangely in the law you can imagine what happened they said people are taking advantage of the rental real estate losses that on this passive activity so we need to just make it all passive and then they make it all passive but then you got real estate professionals saying that's not fair because other people get to take losses and I'm an actual real estate professional you're hurting me so we're going to put it back in but we're going to put these weird rules on it and then the real weird rules don't make a lot of sense when you go from married to married filing separate to single to so on so you know it gets kind of that's where it landed now when you got the depreciable stuff you might have to file the form of 4562 depreciation and amortization and you could see some is recaps you know some of the depreciation and amortization here and typically the software will have a more in-depth schedule which won't just group it by the categories here but give you the give you the the play by play as we saw in a prior presentation when we entered this information for the building the furniture in the land and so on and so forth so you might not be required to attach a schedule like this but you should have a schedule like this and if you're going from one tax preparer to another tax preparer in particular the new one's going to need a schedule like this even if it's not required to be filed with the tax return so just keep that in mind now you could also have a situation where you have multiple properties now so now you can see on the form we've got property a property b and then the information related to them i'm going to say 365 on 365 on this one two and so you got your income statement for property a and property b and so i just put two in here one has a loss the other have income if they're similar in nature in terms of their passive you know activity status you would think that even though you can't take the 74,040 against w2 income you're limited in the passive activity rules possibly to the 25,000 that you could take it against other similar passive activity income so in this case we've got the two properties that are kind of similar in nature so you would think that you could net them out would be the general idea so you could have a you could also think about the choice to treat all interests as one activity and make a type of election at that just to give a quick look at that here if you were a real if you were a real estate professional and had more than one rental real estate interest during the year so for a real estate professional remember those big terms are you completely passive actively participating or a real estate professional you can choose to treat all the interests as one activity you can make this choice for any tax year that you qualify as a real estate professional that is if you forego making the choice for one year you can still make it for a later year if you make the choice it is binding for the tax year you make it and for any later year that you are a that you are a real estate professional now if we go back to the original scenario you also have this issue of this unallowed kind of loss that we have here so if we've got a loss of the 75 or the 74040 and we only get to take 25 then are we just going to lose the 49 40 and you can kind of see the calculation of that on the passive activity here so we see the loss calculation and then the 49 40 the unallowed loss now generally you would think you could take that and roll it forward into the next period to basically see if we have income in the next period possibly taking you know the loss up to 25 000 in the following period and then if and then taking you know if there's any income against it you can basically net it out which can't do of course is net it out against the the ordinary income so they're kind of like two income streams in their own track you got to net out losses against losses that are of a similar nature passive a nature in this case so for example if you had prior year losses of 100 000 that that you're going to roll forward into the current year then you couldn't really take them because you already have losses in the current year but you could see it kind of calculated on the passive activity so these are the current year losses the prior year losses the 174 000 and then on page two then we've got the losses that would be carrying forward which would be the prior year losses plus the current year losses minus what we're taking in the current year of the 25 000 to be rolling forward the unallowed 149 40 so now let's say we had income in the current year we had 100 000 loss that were carrying forward and we had income in the current year and so let's say that on the schedule e we had income of of the 100 000 or so and so we'll say okay now we've got income here and so the revenue minus the expenses is going to be the income which was 120 000 minus the expenses which come out to 34 minus 34 0 4 0 that gives us our 85 9 60 and now we've got this amount coming in from the passive not limiting us but possibly allowing us a deduction that's kind of rolling over from the prior year at the 100 000 which is netting out so then if i go to the passive rules you can see here now we've got the the 85 000 active and then the 100 000 prior year to give us that 14 14 which is rolling in to the 10 40 so even though we had income we're netting out the 100 000 that we rolled for that we didn't get to take we're imagining in the prior year and then we would still have the limitation of the 25 000 that we didn't get to in the current year so if i made for example my income a little bit less like 40 000 then we get that 25 000 a limit that we're going to be that we're going to have so basically if you got the loss and you're an active participant it might be capped at that 25 000 or less if you got the phase out for the agi limitation and then you might be able to get a benefit by rolling it forward but you're only going to get a benefit if it's not already being eaten up by losses in the future year 25 000 possibly a year anything else rolls forward until it can be matched up against some other kind of form of passive income is kind of the general idea that you'd want in your head


The Amazing Mr. Malone. Operator. Operator. Get me the office of John J. Malone. The National Broadcasting Company presents The Amazing Mr. Malone. An exciting half-hour of mystery starring George Petrie, as the lawyer who's practiced before every type of bar has become a legend. Aral Cal is the city of Chicago, the time, the present, and the hero of these weekly adventures, The Amazing Mr. Malone. My name's John J. Malone, attorney in constable law. Tonight in our study of the cliche, let's examine the oldie, never judge a book by its cover. As exhibit A, I give you Richie Holland. Mr. Holland is the good-looking boy behind the desk in 427 of the Wentworth building. To watch him check his gun, you'd think he was auditioning for the part of a private detective in some movie thriller. He certainly looks the type, which is surprising. That's exactly what he is. Yeah. You're Richie Holland. That's right. I got a friend who wants to see you, sweetheart. Well? What would you put away the pop gun first? You think that it's scary? Yeah, his mother was once frightened by a wedding. Yeah, that's very funny. I must remember that. I'll write it down so you won't forget to do that. All right, Fred. Everything okay, Sandy? Everything's okay. Holland, this is Mr. Fontaine. Hello, Holland. Sit down. All right, Sandy. Wait outside. Hey, don't you think I'd rather stick... I said wait outside. Anything you say, sweetheart. If you want me, just yell. I'll try to remember. Nice boy. Somebody ask you? No.  I'll look for you. Maybe you'd better take a look first. What are your rates? I get $40 a day plus expenses. I'll pay you $100 with a thousand in advance. You interested? No, I'm... I'm looking for a girl named Connie Burton. Why? If I'm willing to shell out this kind of money, I must have a reason. Yeah, but you'd rather not tell it to me. Obviously. What did you say her name was again? Connie Burton. I've got a description. I can do better than that. Here's a picture. This is business, Mr. Holland. Well, it could be pleasure, too. It's not going to be. With all my heart, Connie. So, you know, that's very pretty sentiment. You think you can find her for me? Sure, she's here in Chicago. I'm positive. She came here from Boston a year ago. And I'll find her. Where can I reach you when I do? There's no telling. We'd like to be on the move, but don't worry, Holland. I'll keep in touch. That you can depend on. Yeah, John. Do you realize what time it is? I've been waiting with dinner for three hours. Must be pretty cold by now. That's not funny. This is the fourth time this week. Where have you been? Working. So that's the new name for it. Look, June, I've had a tough day. Would you mind very much if we dispensed with the arguments for one night? I bet she never argues with you. Who never argues with you? That girl. Look, June, there is no girl. I told you I'm working on a case. Then why didn't you phone me? Or were the wires down? Where's the paper? Ritchie, I'm talking to you. Well, fortunately, I can't hear you. You'll hear plenty before I'm through. Is this the girl? Where did you get that picture? I found it in one of your suits. And I love the inscription. With all my heart, Connie. It's not what you think. It never is. Well, you can tell her that the next time I see her, I'll make it... What do you mean the next time? I know where she lived. What? You thought you put one over on me, didn't you? What do you mean you know where she lives? Let me go. Well? I saw her in Marshall Fields on Tuesday and I followed her.  What are you battling about? She must have thought that by bleaching her hair and going under the name of Lila Grayson, I wouldn't be suspicious. Well, you're crazy. I suppose she doesn't live at the Beverly. You saw this girl? Yes, I did. And she's living at the Beverly? You're not fooling me with this act. Richie! Where are you going? Richie! What did you call me? Isn't this Connie Burton? No. No, you've got the wrong number. My name is Lila Grayson. Wait, wait, wait. Wait a minute. Who are you? Well, I, uh... I just thought that I recognized your voice. Oh, well, um... Assuming that I was Connie Burton. What's the message? Why are you telling me this? Look, if this is a trap... I could sure use one. Um... How does ten o'clock tonight suit you? Don't take care of yourself till then.  Would you do me a favor? What?  All right. No, no. Go on, say it. Richie. How's that? It's not just the way I thought it would. I don't understand you. I don't understand myself. You mind if we park? Not if you want to. Well... No, I liked your hair better the other way. What? The way it was in the picture before you bleached it. I hope you realize you're not making sense. Nobody knows that better than I do. Listen, Connie, I'm a private detective. I see. A week ago, two boys came into my office. Fontaine and Sandy. Yeah. They wanted me to locate you. And you did. No, that, that, that was a fluke. See, June saw your picture and remembered running into your field. She, she followed you to the Beverly. Who's June? It's my wife. She must be a real help to you in your work. No, she was just jealous. Had reason to be. What do you mean? Well, what do you think I called you without notifying Fontaine? Maybe you wanted to check first. No. Look, you're going to think I'm crazy, but... I fell for you. You what? First time I saw your picture. Pretty ridiculous, isn't it? Yeah.  As I said before, you're not making sense. I know that. I'm all mixed up. Well, what do you intend to do? I want to go on seeing you. And what about Fontaine? That doesn't worry me. Well, it worries me. Well, don't let it. Just don't let anything bother you. No, Richie, don't. Don't please. Funny you saying you're all mixed up, because I think I'm going to be in the same boat. Move over, darling, and make room. We meant it to be. We? Mr. Fontaine is here, too. All right, Fred. Hello, Holland. How are you? Sandy and I were in the neighborhood, so we thought we'd drop by. Very nice of you. Mind if we sit down? Well, help yourself. Well, what's the story? The story? On the assignment I gave you. Oh, well, I've been running into bad luck, Fontaine. I haven't been able to find the girl. It's been six weeks. Time sure does fly. Darling. Well, I'm sorry to let you boys down. I don't think you did, Richie. Tell me again. You remember our deal? Certainly. You were to get a hundred dollars a day plus expenses. So? So, outside of that original 1,000 I gave you, you haven't asked for any more. That's not in character. Why not? Well, I pride myself on being a good judge of human nature.  Really? Really. And I can't figure out any reason why you'd miss an opportunity to clip me. Unless... Unless what? You found Connie Burton. Then why wouldn't I tell you? Because you're real clever. Where is she, Helen? I have no idea. What do you think, Sandy? Well, if you want my humble opinion, I'd say it was lying. That's my opinion, too. You want me to try coaxing them? Please. Listen, you big lug. You put a finger on me. No, you don't. Sweetheart was reaching for his pop gun, huh? That's not nice. If you don't get out of here or what? No good, dirty bum. Where is she, Richard? What do you think I tell you now? All right, Sandy. Carry on. Come on, sweetheart. Talk! I said talk! Well... What do you say? Dead. Okay, sweetheart. I'm glad you don't give in too easy. Because that's just how I get my kicks. And tonight I'm really gonna live. Who are you? That's a very good question. But in the final analysis, who is anybody?  You're too literal-minded. Me? I'm a philosopher. Did you ever read Nietzsche or Schopenhagen? Listen, you! Oh, isn't that silly? How are you gonna find the time? What's the idea of the gun? I wish you wouldn't take this personally, Connie. Believe me, I got nothing against you. Who are you? Well, if you've got to call me something, try Harry. I don't know you. Does anybody know anybody else? It's hard enough to know yourself. As Spengler once wrote... Put you up to this. Oh, now you're not listening to me, Connie. You're like all the rest... Who put you up to this? See, see, you're obsessed with your own petty problems. But if you analyze any problem, the solution is perfectly simple. In your case, a mere tightening of the finger. No! See how simple it was? Now you can sleep, Connie.  Just one of those things, just one of those crazy things. One of those bells that now and then ring. Just one of those things. It was just one of those... That's funny. It was just one of those things, just one of those crazy things. That must be in the wrong office. Hello? That you, Malone? Was this Lieutenant Brooks? Yeah. I'm glad you called, Lieutenant. The darnedest things happened just a second ago. I walked into the office singing just one of those things. And there was no one there. Ain't it amazing? You were 15 minutes late, Constance. What do you mean? June Holland? Yeah. Does June Holland wants me to represent her? Yeah, so it's... Absolutely. Well, maybe this is... Things are the amazing Mr. Malone. It's the silver jubilee on NBC. Here's a special program note on NBC's lineup of top adventure shows. This Sunday evening, four outstanding mystery features are yours over NBC, starting with Tom Conway as the debonair gentleman adventurer, Simon Templer, alias The Saint. Then Lloyd Nolan, one of the nation's most popular screen actors, is featured as Martin Cain Private Eye. Next, the second broadcast in a new series starring Carlton Young in the double role of Philip Galt and The Whisperer. Later in the evening, we travel to the Orient to join forces with Mr. Motel. Yes, for the best in Sunday evening listening pleasure, tuned to NBC for Tom Conway as The Saint, screen actor Lloyd Nolan featured as Martin Cain Private Eye, Carlton Young as The Whisperer, and adventures in the troubled lands of the Far East with Mr. Motel. And now back to the amazing Mr. Malone. I got into the act. Two hours and 47 minutes after the murder of Connie Burton, I was John at headquarters. As I walked over from my office, I made an interesting discovery. The path from my door leading to the homicide bureau was an inch lower than the adjacent territory. I was in a rut. Well, as I live and breathe. That's what amazes me, Lieutenant. What? Why you live and breathe? Oh, that's a splendid one. Where's my client? Oh, would you care to pass a few pleasantries with me? Where's June Holland? Oh, I guess I don't have it for you anymore. Sonsman, did someone mention my name? Mr. Malone would like to see his client. His slightest wish is my command. Have you boys ever considered radio as a career? Well, we're working on an act, but we're stuck for a name. Why don't you call it the Bob Hope Show? Oh, you heard that somewhere.  Well, as long as you ask, so nice. Where is it? Right here, Mrs. Holland. Are you Malone? Well, I don't answer that, Counselor. It might tend to incriminate and degrade you. Don't mind him, Mrs. Holland. His mother was frightened by the happiness, boys. Sit down. Thank you. What do you know about this, Connie Burton? Nothing. Absolutely nothing. I suppose you didn't know that your husband was running around with it. That's a lie. With just business with Richie. He was hired to find her. What do you mean he was hired to find her? He's a private detective. Oh, what do you got to say to that, Lieutenant? Oh, it was hardly business. You see, her husband was seeing this, Connie, for over a month. Right after they met, he made her move from the Beverly to the Marvin. That's not true. Then why were you around the Beverly checking on her? Because I was just trying to help Richie. Despite the fact that he moved out on you four weeks ago? Well, I didn't kill her. I never handled a gun in my life. That's possible. Well, you mean she hired a torpedo for the job? Yeah. You got a line on him? Give us time. Meanwhile, you expect my client to sit here? If you have no objection. I've got a hundred, but I don't think they'll do me any good. Well, sit tight, Mrs. Holland. I'll get you dispossessed as soon as I can. I'm looking for... Hey, what happened to you? I got to my own business. Oh, maybe a moral on that for you. I can't see where. You, Richie Holland? What if I am? I'm glad to know you. My name is John J. Malone. Well, I'm representing your wife. What for? Didn't you know the cops are holding her for murder? What are you mumbling about? A girl named Connie Burton was knocked off tonight. What did you say? Hey, easy, fella. You're ruining the drape. I asked you something, Malone. Obviously, the police haven't been here yet. What did you say about Connie? She was murdered. Then I must have told her. You must have told who what? None of your business. Where is she? Your wife? No, Connie. Well, just where you might expect. I got to see her. Now, wait a minute, Holland.  The police think she was behind the kill. Crazy. I know who did it. Who? Never mind. I have to list my own way. They call your way murder. Is that what they call it? The last I heard. Well, you shouldn't complain. You may get another case out of this yet. See what you can do for us on a family race. You see tonight's paper fontine? No, I haven't, Sandy. There's a wonderful story on the front page. I mean wonderful. With the sword it appeals to you. And it certainly does to you. Yeah, you betcha. Seems a little girl named Connie Burton was shot and killed last night. Let's see that. Connie Burton. Haven't I heard that name before? I wouldn't know. I'm probably confusing it with two other girls. Anyway, they're holding the wife of a private dick named Richie Holland for the murder. This may come as a shock to you, Sandy, but I know how to read. Well, I didn't want you to strain yourself. Seems this June Holland was just... Who's that? Get behind the door. I got you. Just a moment. Hello, fontine. All I can say, Holland, is your recuperative powers must be tremendous. They are. Sandy, it'll be awfully disappointed in himself. What can I do for you? I just wanted to check something. Did I tell you where to find Connie before I passed out? What do you think? I'm asking the questions now. Put away that gun, Richie. Might give people wrong ideas. Yeah, who, for example? For example me. What? No, as you wish, sweetheart. Just drop the cannon. Would you be kind enough to dispose of that, Mr. Fontaine? Gladly. Hey, you made a feel good. I'll listen, you guys. Take it easy, sweetheart. We'll get back to you. What do you suggest? Well, he's pretty persistent. Let's dream up something very special for the boy. Something that'll really discourage him. Hey, I got an idea. Well, I suppose you illustrate on Mr. Holland. He's all yours, Sandy. Hello.  Speak up. You sound like you had another accident. You must be Mr. Saker. Simply amazing the way that man recuperates. I must be losing my touch. I figured he'd be out for at least another couple of hours. Is it all right with you girls if I hang up now? Why, of course, Mr. Malone. You followed instructions beautifully. You thought you were responsible for Connie's murder?  Now, look, Malone, I've got a proposition for you. Let's hear it. He'll cut you in for 10%. How much does that mean in dollars and cents? Don't you know Long Division? Never even heard of her. You know, something, Fred, I think we're wasting our time. I don't think he knows anything about Connie. I'm inclined to agree with you, Sandy. I'm sorry if we inconvenienced you, Mr. Malone. Now, wait a minute, boys. You can't walk off like that. He's right, Fred. I forgot something. Thanks for reminding me, sweetheart. I'm much obliged. Coming to the amazing Mr. Malone. Independence Day last Wednesday was celebrated as a day of rededication to the principles upon which our country was founded. Each of us can play a part in this year of rededication to the principles of our founding fathers by taking several important steps. The success of the activity will depend on, first, a more active participation by citizens in the affairs of the nation, state, and community. Second, an increased awareness of our individual rights and liberties. Third, an augmented pride in America's past and its accomplishments. And fourth, a wider recognition of the importance of making this country an example to the world of the strength and effectiveness of our own form of government. And now, back to the amazing Mr. Malone. Well, that's what I get for using my head. It never fails. After Sandy threw me that kiss, I took off for Cloud 16. It's lovely up there this time of the year. There are 20 beautiful maidens for every man, and I'm the only man allowed. And then someone went and yanked my cloud from under me. All right, Malone. Time to wake up. Come on, come on. Oh, I wish I had my camera here. I'd love to have a picture of this. What happened? Well, you tell me, you were here. I'm not so sure. Oh, my head. Oh, it's real pretty. Who does your makeup? Shout out. No, I mean it. I mean it.  That's French, you know.  Actually, I never got out of kindergarten. Well, I guess this ought to convince you. Convince me of what? June Holland didn't kill Connie Burton. What's one thing got to do with another? What do you think Fontaine and his boy went to work on me? Which Fontaine is that, Fred? Yeah, you know him? Not as well as I'd like to. He's a Boston product. What do you know about a Sandy Oppenheim? Well, it's rumored that he's been associated with Fontaine in several banking ventures. Well, there was at least one other member in the firm. Who? Connie Burton. You're crazy. Listen, Lieutenant, they came to Chicago expressly to find her. And it's your contention they did. Definitely. Pick them up and pick up Richie Holland. Anything else you'd like? Well, while you're at it, you might as well pick me up, too. I'm not doing anybody any good on this floor. Hey, sweetheart. Me? Yeah, how long do you intend to keep us here? I really don't know. I'll look sweet heart. That's enough, Sandy. You don't hear Mr. Holland complaining. I never do, Fontaine. That's what I admire about you.  And why don't you... All right, hold it, Holland. That'll do. Open them up, Sussman. Hi, Hank. Hello, counselor. Hey, what's the idea with the towel on your head? I'm doing a mind-reading act at the Orpheum. Everybody here? Everybody but Mrs. Holland. Well, suppose you'd get it. Aye, aye, sir. I think you gentlemen all know Mr. Malone. Sure. Hello, boys. My, it's awfully quiet all of a sudden. It's a matter of Fontaine, don't you remember me? I don't believe I've had the pleasure. Sure you did. You and your friend were up to see me this afternoon. You remember that, Sandy? No, you can't prove it by me. That's understandable. I've changed a little since then. Look, Lieutenant, I got a headache of my own. Do I have to sit through this? How about it, countless? All right, Holland, in deference to you, we'll make it short and sweet. You all know why we're here. I don't. OK, Fontaine, we'll take it from the beginning. We're here to find out who is responsible for the murder of Connie Burton. According to the paper I read, it was a lady named June Holland. That was just enemy propaganda. Then suppose you tell us the truth, sweetheart? All right, Sandy. Connie Burton came to this town a year ago from Boston. That's the place that's noted for its beans, isn't it? It has a more recent claim to fame. About 14 months ago, seven men entered a bank messenger company there, and wall-store for the close to a million and a half in cash. Hey, remember that friend? Vaguely. Seems to me they never caught the culprits. You ought to know. Why? Because I got to haunt you with a brain behind that operation. Thanks for the compliment. Well, that's all you're going to get out of it. What do you mean? You had a girlfriend named Connie Burton. You slipped to the loot and she was supposed to meet you later so the mob could divvy up. Instead, she took off for Chicago. That's very interesting. Gets better as it goes along, because that's where Richie comes in. You know what kind of a crack is that? They hired you to find Connie, didn't they? So, you held out on them? Why? Well, not that it's any of your business, but I went for the girl. Tell me something, Holland. What does she have that got you? I mean, besides all the money. How's that? Well, the money is why you had her killed, wasn't it? Look, Malone, I don't like those kind of people. Neither do I, Richie. Somehow I can't see anything funny and murder, but then... I've got no sense of humor. Okay, Lieutenant, he's all yours. All right, Malone, you've played with that coffee long enough. Let's have it. We'll go through this same routine again. Why should this night be different from all other nights? Well, it's perfectly simple, Lieutenant. Richie Holland killed Connie. He was the one who hired that torpedo. How do you know? He told you where to find the boy, didn't he? Yeah, yeah, it was a guy named Harold Sherman, a philosopher type fella. Yeah, but tell me something, Malone. Why did Holland go back to look up Fontaine? That was just an act. He thought that way he'd remove suspicion from himself, and he did. How's for a little proof? Well, who else knew where to find Connie? How about your client, Mrs. Holland? No. Remember Richie moved Connie from the Beverly right after he met her? Well, what about Fontaine and Sandy? Holland never told them. He pretended to pass out. As soon as they left, he called his friend Harold and gave him his orders. Fontaine never would have killed her. Why not? You claimed she'd double-crossed him with that loot. Sure. That's why they had to keep her alive if they wanted to recover it. What makes you think they didn't? Because they came to me later with an offer of a split. They thought you had all that dough? But you're sure Holland got it? Well, doesn't he admit it now? No. You mean you haven't recovered that million and a half? And it looks like we never will. What's the matter with that Holland? Doesn't he know you can't take it with him? You know, I told him that. You know what he said? Why? If he can't take it with him, he ain't going. Let me talk to him, Lieutenant. Oh, no. Oh, no. Because you're just amazing enough to figure out how he could manage it. Good night, Malone. Ever hear the story of the Dixieland band? The boy on trumpet was especially good. He got hot at a party one night and blasted himself clear out of this world. Yeah, he was dynamite. I'll tell you all about him next week so why not pick me up at my office at the same time? I'll be waiting for you. Good night. George Petrie was starred as John J. Malone with Larry Haynes as Lieutenant Brooks. Our program is written by Eugene Wang and directed by Richard Lewis. The amazing Mr. Malone is based on a famous character created by Craig Rice and produced by Bernard L. Schubert. The events and characters in the story were entirely fictional and any resemblance to persons living or dead is entirely coincidental. Fred Collins speaking. The amazing Mr. Malone has come to you from New York. Stay tuned for The Man Called X over most NBC stations.


Welcome to module 5 on stability of slopes lecture number 4 in the course on advanced geotechnical engineering. So in the previous lecture we actually have discussed about the number of methods of stability analysis of slopes and along with some solute examples. In this lecture we will try to introduce ourselves how to introduce a critical failure surface through some conventional methods as well as some numerical methods as well as by using some renowned softwares. In addition to that we will try to look into a special condition called rapid drawdown condition. This will occur after a dam or reservoir when it is established with steady state seepage conditions when there is a change in the water levels outside the slope then these conditions can be trivial as far as the reservoir or dam slope stability is concerned. So this is the lecture number 4 in module 5 on stability of slopes and this particular topic for this lecture we will be discussing in length about the rapid drawdown condition or sudden drawdown condition. In addition we will try to see what is the effect of rainfall on a stability of a slope if there is a consistent intensity of rainfall with long duration or with increasing intensity of rainfall for a given duration and how this can vary or can affect the stability of slope if the slope inclination changes. Before discussing this rapid drawdown condition let us look into the determination of the most critical slip surface. Most critical slip surface implies that the slip surface whichever the surface which actually gives the minimum factor of safety. The criteria for selecting the most critical surface is that the surface which actually gives the minimum factor of safety and which can be the potential failure surface. So there are trail and error approaches are involving basically it involves the location of the center of the rotation and radius of the slip surface and distance of intercept of the slip surface from the toe and minimum factor of safety is achieved. Generally it is done by if a slope is there with a perpendicular bisector from that within that a grid of centers are selected and among the grid of centers when we have when we select innumerable number of circles with radius r minimum and r maximum like this when we have this grid of centers which are selected or located at the almost at the perpendicular bisector of the slope surface and each grid of center when you analyze for number of slip surfaces the one whichever is the center or grid of center which gives the least factor of safety that is actually treated as the minimum factor of safety. So if that grid selected grid is inadequate or inappropriate then one needs to reselect the grid such a way that the minimum factor of safety is achieved. The way back Phillinius 1935 proposed empirical approach for the cohesive soils particularly for unrained condition for Phi U is equal to 0 that is with soil with Cu that is with unrained condition and different slopes like one way one is to one one way one way one vertical one point horizontal or one vertical point 0.58 one is to two one is to three and one is to five with alpha that is this angle and psi this angle these are the cosines direction cosines with that for these are the beta is the slope inclination. So draw a line through the corners of the slope at angle alpha and psi as per in the table and o1 will be the center of the rotation. So this is one of the conventional method. The another conventional method which was actually given by Jumkes that is the possible location of centers for a C dash and Phi dash soil where in here when the center of the rotation of the critical circle is assumed to be lie at point P o1 P o1 and point P is at a distance h above the h below the toe that is this h below the toe and 4.5 times the height towards the from the toe of the slope. So when you draw the line wherever it actually meets along this line the one which at this an o is nothing but the different factor of safety and this is the one which actually gives the least factor of safety and that is actually selected as the possible potential failure surface. But however some LE methods which are actually done through you know softwares like Geo studio wherein slope w which actually takes like grid of centers and it also gives the possible tangent lines. So it sets the circles within this grid of the tangent lines and with the prescribed intercepts with the at the top at the top and then at the near the toe and with the grid of the centers it tries number of circles and the one which actually gives the least factor of safety is evolved as a you know the critical failure surface and this is actually called as the entry point and this is actually called as the exit point. So we know that whenever there is a soft soil and then there is a tendency that the circle actually draws down towards the base of the slope but if there is you know the hard stratum then with the if the slope is actually constructed above the ground surface or above the hard stratum then the slope fails within the toe or the slope surface. So this entry and exit option is actually used for circular critical surface slip surfaces and this is actually you know used widely for selecting the potential failure surface or potential slip surfaces or slip circles in the LE methods by using a slope stability software. So comparison to when we have let us discuss about if you are having an embankment which is a you know a dam reservoir and water reservoir with imperimble strata at the base and this is the embankment which is constructed with a material having unit weight of 19.64 kilo Newton per meter cube, cohesion is about 4 kilo Pascal's and friction angle is about 32 degrees. So this is actually subjected to you can say water head is there and the slope height is about 6 meters and the slope is one vertical is having one vertical 1.5 horizontal you can see that this horizontal distance is 8 meters vertical height is 6 meters. So the slope inclination is about one vertical 1.5 horizontal and this is an example after Lamby and Whitman and assume that there is a drainage layer at the base there is a drainage layer at the base. So this is the filter layer having very high permeability compared to the embankment soil. So let us see that when we do the seepage analysis and when we perform the seepage analysis what we get is this is called the priartic surface and this is the priartic surface as this being the flow line and you can this being the equipotential line as this being the equipotential line with head is equal to 0 here what you see is the upper most flow line and the soil below this is actually saturated and this condition is actually once this conditions are prevailing then this is actually said to be subjected to a steady state seepage conditions. So afterwards this selected the grid of centers are selected as we discussed in the previous slides and from each center the number of circles are actually have been tried and out of this the one which actually gives the least factor of safety is actually reported here that is nothing but here which is actually having a factor of safety of 1.289. So when you look into the you know this is actually analysis is done by Bishop's simplified method and we know that where tangential forces along the slices were assumed to be 0 and the forces on the normal to the slice vertical slice surface that is actually considered. So if you see the free body diagram of the slice 11 that is actually counted from here this is actually shown here and this is when it is projected here what you can see is that these are the normal forces which are actually acting on the vertical surface of the slice and this is the base of the slice and this is the self weight of the slice depending upon the so this is this portion is partially saturated and this portion is saturated. So this portion this weight of the slice is given and that is indicated here as a full force polygon here and this is the normal force this normal force is indicated here and this tangential force which is nothing but the shear stress that is indicated here the difference of this forces acting this side that is this one. So for example if you do this analysis by using the Swedish method of slices as these forces are assumed to be 0 you will see that there will be a force the triangle there will be a polygon will be in the form of a triangle but here because of this condition you will see that there is a net horizontal forces because this is our represented here. Now when you plot this distance from the toe of the slope with the normal stress at the base of the slice then you can see that the mobilized normal stress at the base of the slice is about 35 kilo Pascal's and then which actually drops down when you go away from the toe of the slope. Similarly here the shear stress mobilized is also plotted in the whatever it has been recorded in from the program. So this is the plot showing the distance from the toe of the slope to the shear stress in the shear stress mobilized along the base of the slice. So the same problem has been analyzed by using plaxies by strength reduction method and with that the factor of safety is actually obtained as 1.29. So what you can see is that the possible failure surface is actually obtained the same periodic surface what actually has been obtained from the seepage analysis has been feeded here in plaxies two-dimension analysis and the potential failure surface which is actually obtained is recorded here. So what actually has been obtained from the LE analysis and then from the you know for the example of lambain bit man problem is found to be in agreement. The factor of safety which is actually obtained by using LE analysis is found to be 1.289 and with this method it is found to be about 1.29. So the comparisons of factor of safety with the LEM and FEM is given here. If you perform the artery method of slices it is actually given as 1.161 and if you do the Bishops method it is 1.289 and Jean-Bouche method which is 1.22 and Morgan-Strand-Price method with finite equilibrium where 1.306. So what does it imply is that if you look you know the slope with the factor of safety 1.2 if you go with the artery method of slices we actually tend to over-conservative but if you adopt say Bishop's method or Morgan-Strand-Price method it indicates that the slope will be stable up to a factor of safety of 1.3. So you know this is the advantages of you know the different methods so the comparison is actually shown here in this particular slide. So here again the slide which was actually shown earlier was actually shown again and this was the REL 2003 work where in the limited group analysis was actually done by using Bishops method and Jean-Bouche method and Morgan-Strand-Price method and the results were actually found whatever the results which are actually obtained for the Lamby bitman problem were found to be consistent with the results actually presented by REL 2003. As you can see that 1.758 and then Morgan-Strand-Price method is actually coming around 1.737 and the plaques is actually giving about 1.654. Now this is a particular slope which is having an inclination of about one vertical one horizontal these lines which are actually shown here it shows that if you are inducing a seepage from the side of a slope then how the periodic surface will raise to the slope. So you can see here in the fourth day so this is the slope boundary and in the fourth day the periodic surface is only this and as the flow takes place and as the head is actually raised you can see that the periodic surface reaches up and the pore water pressure for example at this particular point continues to increase. Now what will happen is that if the given slope is actually stable and with these periodic surface conditions or the flow line top flow line condition the slope will be actually subjected to steady state CPS condition and remain safe but in the long term what will happen is that the internal erosion is the one thing which actually can occur rapidly. So for that to in order to avoid this internal erosion and piping problems at the downstream of the slope there is a need to take care adequate measures about preventing the internal erosion piping at the downstream of the slopes. So the reason why this has been actually shown is that the periodic surface which are actually obtained experimentally or actually combined were compared with the one which are actually obtained from the CPS analysis as well as from some experimental works which is carried out at IIT Bombay. So this is for the slope of this comparison is actually for a slope of 63.43 degrees what you can see is that this is the result of the CPS analysis with the water actually at this level and this is the the periodic surface which is actually measured from this height to this height and with Cpw what actually is obtained is this and from the experimental investigation the obtained is this much. So this is actually found to be consistent and wherein what you can see is that both Cpw and this actually found to be in order. So when you with increase in you know u by gamma h the u by gamma h which is nothing but pore water pressure measured at a certain horizontal distance from the crest of the slope and if you normalize that with a bulk weight of the soil into height of the slope and if you do then you can see that of once this u by gamma h reaches to attains a value of you know 0.5 for a 45 degree slope the slope is actually attaining the value of 1 that means that the slope as the u by gamma h is actually increasing as the periodic surface is traversing and then in contact with the toe of the slope then there is a possibility that the slope instability can be instigated. So before discussing the rapid drawdown conditions let us looking to the example 4 for the practice and this in this particular problem a cutting of 9 meter deep is to be excavated in a saturated clay having a unit weight of 19 kilo Newton per meter cube the design shear strength parameters are base are Cu 30 kilo Newton per meter square and 5u is equal to 0. A hot stratum underlines the clay at a depth of 11 meter below the ground level so using the Taylor stability method which we have discussed earlier determine the slope angle at which is the failure would occur and what is the allowable slope angle if a factor of safety 1.2 is specified that means that you need to determine what is the determine the slope angle at which the failure would occur and what is the allowable slope angle if a factor of safety of 1.2 is specified. So this is an example for the Taylor stability method which we have discussed and here a cutting of 9 meter high deep is to be excavated in a saturated clay of unit weight 19 kilo Newton per meter cube and shear strength parameters are undrained that is Cu is equal to 30 kilo Pascal's is given and hot stratum underlies the clay at a depth of 11 meter below the ground level. The another example for the practice example 5 is for the given failure surface which will be shown in the next slide. We need to determine the factor of safety in terms of effective stresses for the slope detailed in figure using the Phelanus method of slices. The unit weight of the soil is 21 kilo Newton per meter cube and the characteristic shear parameters are C dash that is the drain parameters effective cohesion is 80 kilo Newton per meter square and effective friction angle is 5 dash is equal to 32 degrees. So the slope is actually shown here and where in the this distance so here this particular portion is the tension crack and the depth of the tension crack actually is given as 1.37 and the horizontal distance from the crest of the slope is about 4.26 meters. So the failure surface is assumed to be fitted up to from this point to this point. So this is the entry point because this portion is already cracked. So there cannot be any generation of the you know mobilized shear resistance. So what we do is that we select from the tip of the crack to the say 2 of the slope in this case and this is the center of the rotation and this is the horizontal distance from this point to this point and this height is 19.2 meters and this is 12 meters height and this horizontal distance is given as 24.8 and these are the equipartition lines and these are the flow line which is actually given here like this. So for this condition the scale is actually given here and this is after Craig 2004 and this by using this the failure surface for the condition which is actually shown the this particular example 5 need to be solved. So now the coming to the rapid drawdown condition the topic for this particular lecture wherein we before addressing that one let us look into the steady state seepage condition. Once the reservoir or a dam which is actually has been full for some time the condition of the steady state seepage becomes established through the dam with soil below the top flow line in the fully saturated state. So the soil below the top flow line nothing but the periodic surface is completely saturated. The condition must be analyzed in terms of effective stresses with the value of pore water pressure being determined from the flow net and the values of RU that is the pore water pressure coefficient which is nothing but the ratio of U by gamma H and gamma sat H is nothing but up to 0.45 are possible in case of homogenous dams but much lower values can be achieved in dams having internal drainage that means that if you are having dams with internal drainage that is like filters or chimney drains as the periodic surface will be subjected to a dip and because of that the RU value can be much lower. The factor safety for this condition should be at least 1.5 but one thing one has to be established is that there can be eventuality of the occurrence of the internal erosion problem so this need to be addressed. So after the reservoir a dam which has been full for some time the condition of steady seepage becomes established through the dam with the soil below the top flow line is actually completely saturated and effective stresses conditions need to be considered. So this so in the rapid drawdown condition suppose any change in a once you once you know steady seepage conditions are established because of certain constant water level a drawdown of the reservoir level will result in a change in the pore water pressure distribution within the slope and this actually depends upon the rate at which this drawdown is actually taking place and also the permeability or coefficient of permeability of the soil. So after condition of steady seepage condition has become established a drawdown of the reservoir level or the water level in the dam will result in a change in the pore water pressure distribution. So if the permeability of the soil is low a drawdown period measured in weeks maybe rapid in relation to even if you are having permeability of soil is low drawdown period which is actually measured in weeks maybe rapid can be treated as a rapid in relation to dissipation time and change in pore water pressure can be assumed to take place under undrained conditions. The pore water pressure changes can actually take place in undrained conditions. So in this particular slide a slope stability analysis in drawdown condition or a response of a slope to the drawdown condition is shown. So here this particular first figure actually shows the pore water pressure under hydrostatic under high water level that means that this is the initial equilibrium condition wherein the pore water pressure is under hydrostatic conditions. Here with a drawdown which actually has taken place the water level which actually from here to here it has dropped at a certain rate but before the NE consolidation settlements or consolidation adjustments that U the pore water pressure at this point is initial U whatever is the hydrostatic water condition plus delta U from the change in the water load against the surface of the slope. So this is actually nothing but there is an increase that is nothing but initial U plus delta U. So at this particular stage with an increase in the pore water pressure within the slope there can be a danger for the slope stability that is that the factor of safety of a slope will reduce to a certain value. So after once it is subjected to consolidation adjustments and pore water pressure obtained from the transient flow net is actually shown here and once the equilibrium is existed and with low water levels the pore water pressure is actually established to these things. So when these things happen under cyclic manner with increasing water level and then decreasing water level so there can be possibility of it can get hampered with the factor of safety. So in this particular slide let us consider the analysis which is actually pertaining to rapid drawdown condition. So here consider a slope which is after the Bishop and Jerome 1960 which is a particular dam or a reservoir and this is the water level and steady state condition and this particular this is the potential failure surface and this was the initial hydrostatic this is the water level and this can be a periodic surface after a certain drawdown. So at point P the pore water pressure before drawdown at point P on a potential failure surface is given as so which is nothing but U0 which is nothing but the pore water pressure at this point gamma w h that is this water level plus h w so we are actually at this point but this h dash which is actually loss which actually has taken place because of the drawdown which actually has taken place from this level to so the h dash is nothing but the loss of the head because of the C page. So U0 is equal to gamma w into h plus h w minus h dash. Now it is actually here assumed that change in total major principle stress that is due to the resulting due to the soil slope is equal to total or partial removal of water above the slope that means that the any change the net change in the total stress that is nothing but the major principle stress nothing but the sigma 1 that delta sigma 1 is equal to gamma w h w that the gamma w h w which is nothing but minus gamma w h w. At the end of the change in water pressure what will happen is that this delta u which is actually minus b dash delta sigma dash so which is written as minus b dash gamma w h w. So this for delta sigma 1 is equal to delta u so for this once you when you substitute here and when you write u is equal to u0 plus delta u then delta u when we substitute for b dash gamma w h w which is minus and u0 is substituted which is nothing but gamma w h into plus h w minus h dash when you write here then we get u is equal to pore water pressure at point p immediately after the rapid drawdown once it is actually then gamma w into h plus h w into 1 minus b dash minus h dash. So by using the pore water pressure ratio that is gamma w is equal to u by gamma sat h now substituting for u here this particular expression which is gamma w into h plus h w into 1 minus b dash minus h dash. So this u that gamma u now r u will be gamma w by gamma sat into 1 plus h w by h into 1 minus b dash minus h dash by h. So for a decrease in total stress the value of b which is nothing but b bar is slightly greater than 1 and upper bound value of the r u can be obtained by assuming b is equal to b dash is equal to 1 and neglecting h dash so neglecting h dash it is not h not it is h dash. So with the neglecting h dash this will be 0 and with this will be 1 so the upper value is nothing but gamma u by gamma w by gamma sat the ratio of gamma w by gamma sat is approximately equal to 0.5. So the upper value will be upper bound will be basically about close to 0.5. So typical values of r u immediately after the drawdown within the range of 0.3 to 0.4 a minimum factor of safety of 1.2 may be acceptable after rapid drawdown condition. So when we are actually investigating we have to ensure that a minimum factor of safety of 1.2 is ensured. So the pore water pressure distribution after drawdown in soils of high permeability decreases as the pore water drains out of the soil above the drain drawdown level. So one inference is that the pore water pressure distribution after drawdown in soils having high permeability decreases as the pore water drains out of the soil. The saturation line moves downward at a rate depending upon the permeability of a series the rate at which the saturation line or the periodic surface or top flow line moves that depends upon the type of the soil or a soil actually having a particular permeability that means that it depends upon the type permeability of the soil. So based on this a series of flow nets can be drawn for different positions of saturation line and values of pore water pressure can be obtained. The factor of safety can thus be determined using an effective stress method for any position of saturation line. So as the slope the condition is actually coming close to the before coming close to the equilibrium condition or just after the rapid drawdown we can determine and once the slope actually reaches to some equilibrium condition we can determine. So the vulnerability is that you know once actually immediately after drawdown rendition the factor of safety reduces. So for that condition we need to ensure that it is actually having an adequate factor of safety.  So here the drawdown actually happened from here to here and this is the core which is actually with the low permeable soil and this is a relatively permeable soil and this is the flow net in the case of a drawdown. So this is the top flow line for a particular state this is the top flow line. So you can see that this is the top flow line, this is the top flow line. So you can see that these are the flow lines which are actually these are the flow channels and these are the equipotentials this is the impervious surface. So it is assumed that the water actually will not penetrate through this and this is the impervious stratum. So the typical flow net in the case of a drawdown condition is given. So for this particular flow line and flow net condition we are able to do the stability analysis and then we have to see that for this drawdown with particular this thing what will be the factor of safety by using the effective stress analysis parameters with C dash and phi dash can be determined. And the pore water pressure ratio can be used for stability analysis as explained by Bishop and Morgan-Strain 1960 this best third is based on the effective stress analysis it involves the following parameters slope inclination depth factor that is nothing but the soil below the stratum that is D slope height and the ratio depth factor is nothing but soil below the toe that is the height is if it is if that height is a D and the slope height is h that is the ratio of this D by h and angle of hearing resistance that is the friction angle phi dash and non dimensional parameter which is nothing but C dash by gamma h and h is the ita slope and pore water pressure ratio. So factor of safety can be computed using the charts provided by this thing but these are not covered in this particular lecture. So but however what has been done is that a typical slope which is actually after Bellingen 2007 was actually considered and here the seepage and stability analysis for drawdown conditions were calculated and by using Geostudio 2012. So the schematic diagram of the slope which is actually shown here and the drawdown rate is which is two drawdown rates are considered one is actually rapid drawdown and other one is slow drawdown the rapid drawdown which is actually 1 meter per day. So the 1 meter level that is nothing but D falls down with time so in a day 1 meter in a day the other one is that slow drawdown this is submerged slope of height 7 meters. So initially the water level is up till here and the slope is actually having soil parameters which will be disclosed and one vertical 3 horizontal is the slope inclination and 7 meter is the height of the slope. So the flow chart which actually involves this thing is that first study state seepage analysis and constant hydraulic boundaries total head and transient seepage analysis and the stability analysis consideration of driving forces for failure body forces and pore water pressure. So the properties which are actually considered are unit weight for the slope is 20 kilometer cube and coefficient of permeability is 10 to the power of minus 6 and 10 to the power of minus 8 meter per second and the cohesion is about 10 kilo Pascal's and internal traction angle is 20 degrees. So this is drained parameters cohesion 10 kilo Pascal's and internal traction angle 20 degrees. So this is the study state seepage condition analysis using CpW so at the study state seepage condition this is the pore pressure conduits and the flow path during the drawdown phenomenon you can see that when the drawdown is actually occurring how the flow vectors actually eliminating here that can be seen here. Now here with a drawdown rate of 1 meter per day and with a permeability of 10 to the power of minus 6 meter per second what can be seen here the pore water pressure from here the periodic surface from here depleted to this particular level and the variation of the pore water pressure at point P1 if it is plotted you can see that the pore water pressure dissipation with time can be seen here. So the pore water pressure actually dissipates with the time so that it can be seen from this particular slide. So the stability analysis by using the slope value for the problem for that case where critical factor of safety is equal to 1.497. So you can see that as with 10 to K with 10 to the power of minus 6 meter per second with 1 meter per day is the drawdown rate that is the water depletion is nothing but a drawdown rate is nothing but a height to the height of water per unit time. So the critical factor of safety obtained is about 1.497 so you can see that the initially the factor of safety is high but as the drawdown actually taking place you can see that the factor of safety depletes and then remains constant and increases slowly. So this particular condition you know here in this case for this condition we actually have got a factor of safety of 1.497. Now when you have actually got slowed drawdown so both you know what will actually happen is that here this R1 is 1 meter per day and R2 which is 0.1 meter per day so you can see that at the end of the drawdown there is a depletion of the periodic surface takes place. So this is because you know the dissipation of the pore water pressure takes place simultaneously when that drawdown is actually happening. So if you plot the variation of the pore water pressures with time at this particular point what we selected here and these points when you compare so you can see that with slow drawdown there will be high dissipation of pore water pressure takes place with a rapid drawdown there is a very less dissipation of pore water pressure takes place. This implies that with high pore water pressures in the soil there can be you know factor of safety can be affected and low factor of safety can be obtained. So the same thing is actually presented here when we have the variation of factor of safety with the seepage time and here with a drawdown rate of 1 meter per day and 0.1 meter per day the one which actually with a rapid drawdown of 1 meter per day you know gives very low factor of safety or compared to the one with actually higher with relatively slow drawdown. So what it implies that you know when the drawdown rate is high and because of the high pore water pressure development the factor of safety of a slope can be endangered. So here higher factor of safety due to dissipation of pore water pressure can be seen with the distribution with minimum factor of safety with the time in days which is actually plotted here. So this for a for a for a for a for a for example let us say second or third day the factor of safety is 2 here but the same slope with slow drawdown the factor of safety ensured is about 3.5 or so that is what actually is actually explained here in this slide. Now what will happen when the drawdown rate is same but the permeability is actually soil is low. So if you see that if the permeability of the soil is low then there is possibility that the pore water pressure dissipation at the depletion of the periodic surface is marginal for soils with low k values. So depletion of periodic surface is marginal for soils with low k values. So here you can see that this is a soil with 10 to the power of minus 6 meter per second and this is this analysis actually carried out with soil with 10 to the power of minus 8 meter per second. So what you can see is that this and this the drawdown rate is same but permeability is actually here 1 by 100 times which is actually less. So you can see the magnified version of the insert which is actually shown here. So this is the depleted periodic surface. So the depletion of periodic surfaces is marginal for soils with low permeability. The same issue is actually shown here the pore water pressure distribution at particular point P1 and with two soils having two different permeabilities 10 to the power of minus 6 and 10 to the power of minus 8 meter per second the dissipation of pore water pressure is less for soils with low permeabilities. And similarly the factor of safeties if you look into this higher factor of having higher factor of safety for the soils having high coefficient of permeability. So that means the soil with relatively the because of the because of the you can see that because of the dissipation of the pore water pressure with this thing there is a possibility that high factor of safety is obtained but soils with low permeability the factor of safety is low that is actually shown here and you can see that this particular case reaches to the critical factor of safety which is equal to 1 here. So here this particular value where it can actually if this situation prevails at the site there is a possibility that this slope can undergo failure due to drawdown condition with a 1 meter per day condition. So that was actually the discussion about the rapid drawdown condition and so we in this particular forthcoming two slides we discuss about the total stress analysis and effective stress analysis requirements and some general comments we actually have discussed the requirement is that the total stress in the soil mass and which is actually common in both the methods but the strength of the soil when subjected to changes in total stress similar to the stress changes in the field the accuracy is doubtful since the strength depends upon the induced pore pressures. And in the effective stress analysis here also we require total stress in soil mass and common in both the methods that is both the methods in the sense that effective stress and total stress analysis. The strength parameters are in relation with the effective stress and considerable accuracy since there is a intensity of the test condition and determination of changes in external loads accuracy depends upon the measurement of the pore water pressure in this case. So after having discussed about this particular issue of rapid drawdown condition and method so what will happen when the slopes particularly the slopes can be as we discussed they can be natural slopes or can be man made slopes or they can be you know some conventional retaining walls or when they are subjected to say rainfall storms what will happen. So the rainfall intensity is actually vary from they measured in a so many millimeters per day or per hour and if the rainfall intensity with certain intensity and is actually subjected to certain duration what will happen to the stability of a slope. So this particular discussion is actually we try to present to you with the analysis by a performer through CW. So the CW is a program which actually finite element based program in the geo studio 2012 which allows the simulation of a rainfall of different intensity intensity with different durations numerically. So the slope instability is basically a common problem in many parts of the world causes you know number of casualties and several infrastructure damages each year and the rainfall basically what will happen is that at the onset of the rainfall the suction which is the need to pore water pressure increases and changes into pore water pressure and that results in you know lead to the loss of cohesion and that makes the slopes to fail. So rainfall has been identified as a major cause for the triggering landslides in slope failure. The mechanism leading to the slope failure is that pore water pressure starts increasing when water infiltrates into the unsaturated soil. In unsaturated soil where the predominantly the suction prevails and that gets nullified. The problem becomes severe if the film material has low permeability and cannot dissipate the pore water pressure generated due to rainfall. So if the pore water pressure generated cannot be dissipated and that can lead to as we have seen in previous analysis can lead to the low factor of safety. To investigate this effect of rainfall and slope stability a limited equilibrium analysis was carried out by using slope W a product of GeoStudio 2012 software. The two slope configurations were considered here one is one vertical one horizontal other one purposefully a steep slope inclination of two vertical one horizontal that is 63 degree slope inclination horizontal was selected and were subjected to rainfall of various intensities like intensity ranging from 2 mm per hour to 80 mm per hour 80 mm per hour is very high intensity and the duration of the rainfall for each intensity is about 24 hours that day one day. The periodic surface were fed into the slope W and the stability analysis were performed at the onset of rainfall during rainfall and up to 24 hours of the rainfall. Basically this intention is to bring out the effect of rainfall with rainfall intensity and its duration on the stability of a slope. So here in this particular slide a slope configuration is actually shown here wherein we have the horizontal this particular lines which are actually shown here this is nothing but applied rainfall intensity and this is the initial water table position which is actually assumed that means that initially the static water table is actually assumed there and then above that it is assumed that that means that the portion here assumed to be saturated and then here this particular portion is unsaturated and wherein after giving the adequate appropriate soil parameters to this and this analysis is carried out. And the parameters which are actually considered in the slope W are like this computed by Bishop's Modified Method of Slices and the cohesion is about 3.5 kilo Pascal's and phi is about 31.5 degrees. So here in this particular slide it can be seen here effect of rainfall intensity and slope stability. So here with factor safety is plotted on the y-axis and time in ours on x-axis and can be seen here this is the threshold factor safety or one is actually marked here but with for a slope in the slope the duration of this is actually up till here you know the rainfall is actually you know rainfall is actually allowed that means that the duration of the rainfall is from here to here. So you can see that for a rainfall intensity of 2 mm per hour on that particular slope having certain configuration you can see that the factor safety decrease from 1.2 to 1.8 to 1.6 but the same slope with increase in the rainfall intensity you can say that let us say that at 36 per mm per hour you can say that the factor safety at the beginning of the rainfall is say 1.8 and at the end of the rainfall it is actually reduced to about 1.15 or so that indicates that the criticality of the slope. And for a slope with a subjected to a rainfall intensity for 80 mm per hour for 24 hours duration as can be seen here and the factor safety touches to 1 that means that the slope actually can be subjected to failure on the wet job once it is subjected to a particular rainfall intensity for the particular duration. So this shows the slope stability reduces with increase in intensity of rainfall. So these are actually very much important particularly if you are having and but once we after the rainfall let us assume that here what you can say that once the rainfall is actually is elapsed then you know you can see that there is an increase in factor safety that because there is a dissipation of pore water pressure is taking place but what will happen with the slopes which are actually constructed with low permeable soils and the dissipation minute is actually not happening. So the decrease also will not take place rapidly but even if the decrease actually take place but the increase in factor safety will not result rapidly. So that actually determines the vulnerability of a slope to fail. So this particular analysis which is actually demonstrated for a particular slope inclination of 45 degrees with increasing rainfall intensity the factor safety decreases till the period of rainfall duration. So in this case 24 hours rainfall is actually shown. So with rainfall intensity as high as 80 mm per hour we can see that the factor safety reaches to limiting factor safety and subsequently if the slope survives the factor safety can increase but that actually proves to be vital for the slope stability and for ensuring slope stability. Similarly in this next slide what we are seeing is that the slope inclination of 60 degrees. Suppose if you are having a rainfall intensity on the slope stability for the let us say that in this case we are having say a factor safety which actually decreases below the limiting value. So if you are having a slope which is two vertical one horizontal which is steeper slope. So even with you know a rainfall intensity of about 22 mm per hour within the rainfall duration itself you can see that the slope is actually subjected to failure that means that you can see here with a low rainfall intensity there is not much variation but what you can see is that once the slope actually you know the slope inclination with the 60 degree 22 mm per hour you can see that within 10 hours the slope is actually coming to the limiting factor safety and further with 36 and 80 mm per hour the slope actually reaches in very very you know short durations of rainfall. So this actually shows that the steeper slopes having low initial factor safety and the effect of rainfall on such slope is more devastating as compared to that is actually a usual natural conclusion but basically this exercise is actually done to show that how the rainfall intensity is you know severely can affect the stability of a slope particularly when you are actually having you know we increase rainfall intensity even with a slope which is as flat as one vertical one horizontal can be subjected to a failure but if the slope is actually steeper say nowadays the steeper slopes are common in the urban areas because of you know land availability and you know the land scarcity. So in such situations one need to actually adopt appropriate strengthening measures for the slopes and under these conditions one has to ensure that the slope stability is actually ensured. So this leads to our topic where in you know the measures for the enhancing the stability of a slope and in the forthcoming lectures what we do is that we will try to understand about the seismic stability of the slopes and some introduction or a concept discussion on the reliability analysis of the slopes. So in this particular lecture we have actually discussed about the especially about the rapid drawdown condition and the second thing is that we also have try to understand the effect of rainfall intensity on the slope stability particularly with increasing rainfall intensity we have seen that the slope factor safety decreases and with increase in slope inclination is want to be much more devastating.