EARTHQUAKE / SEISMIC LOADS | Static Analysis Method | Creating an Earthquake Resistant Structure

in this video you'll learn everything there is to know about earthquake loads so even if you're a complete beginner who has no idea as to what an earthquake is by the end of this video I'm pretty confident that you will be able to do a complete static analysis all by yourself in this video we'll be covering primarily the static analysis method we'll be taking you through a problem statement I initially thought of doing this simply in theoretical concepts however with popular community demand and feedback here is a problem statement that we will be solving in this video so I'll be taking you through what is called a design based shear calculation and don't worry about any of the terms here I'll be taking you through all the terms we'll be talking about the aah which is the design horizontal acceleration coefficient quite a mouthful and we'll be calculating the c-suite weight of the building using all this we'll be calculating lateral forces at different levels of our building so this is going to be an exciting video a lengthy video but an exciting video nonetheless and if you have ever had any confusions with respect to earthquake loads this video will solve it for you and I am very very very confident of that so without further ado let's jump into the actual video if you're new to this channel do consider joining our private Facebook group it has over 4,000 members already also do check out the channel for more videos and while you are there do not forget to subscribe and hit that notification we'll finally I have a second channel called the binary IQ where I share different kind of technical stuff like web design video editing graphic design and many other digital tips and tricks so do support that channel as well subscribe and hit the notification bell out there as well all the links that is the link to the Facebook group and link to this secondary channel will be down in the description after you're done watching this video do check those out so that said let's get going now this is what an earthquake looks like shaking buildings and in order to understand the complexity of this shake let me take you through a brief onboarding pour process of what we'll be going to do in general there are different kinds of seismic waves some are called body waves some are called surface wave all in all what they tend to do is make the ground shake and make the buildings fall well not exactly that is not what they're for but that is what they end up doing now these waves combined that is the body waves and the surface waves create a ripple in the ground which ultimately results in additional forces on the building and in our design of earthquake loads or earthquake resistant buildings rather we are trying to find what kind of forces are included or generated due to these loads so let's simplify this whole thing now these different waves will end up resulting in different kinds of ground movement these could be very complex - very simple since we are not here for the complex we are trying to simplify things so let's simplify this entire city first so let's deal with just a building for now and this complex movement which is shown on the Left can be simplified further by understanding a simple concept of the orthogonal axis yes it is a bit too simple and that is what makes it beautiful all the ground movement or all the forces that are generated due to an earthquake can be simply broken down into three vectors there will be some kind of force which will be generated in the x-direction there will be some kind of force which will be generated in the y-direction and some kind of force will be generated in z direction that will result in the movement of this building or the ground itself in the x axis in the y axis or in the z axis and the combination of these three results in varying complexity of ground movements having this basic idea that every force will be broken down into XY and z axis or along these axis makes our calculation very simple let's simplify it even further when it comes to earthquakes the horizontal forces due to earthquakes are the predominant forces that is the forces in the X direction and the forces in the desert direction so everything that we had to do with the y axis is already gone and what we are left with is forces in just the X and the z axis that is all what we need to find out when it comes - earthquake loads so let's do that exactly in this video we will be utilizing the is code 1 893 part 1 which has been recently revised not recently but a few years back in 2016 this is the code for the criteria of earthquake resistant design of structures and we'll be utilizing the concepts and standardizations provided in this code as per this code there are two methods of evaluating the earthquake loads one is the static analysis method and the second is the dynamic analysis method in this video we'll be utilizing the static analysis method will be going very deep into the static analysis method and by the end of this you will know everything there is to know about static analysis method by the way if you do not have the is 189 3 with you and you're finding it hard to download it on the Internet I will be sharing a link to that code in the video description you can check that out along with the other links of the Facebook group as well as my second channel so let's move on with this static analysis method in learning about the static analysis method we will be going through a problem statement now this was by popular demand the community wanted a problem statement to accompany the actual learning process and that is what I have done here so this will make your learning very easy and I will walk you through the entire thing so on the Left we have the elevation with different floor heights so we have a 40 to 100 mm so all these values are in mm so we have a 4 point 2 meter height we have a 3.2 we have a 3.2 and a 3.2 on the right side we can see the plan with 4 spans or 5 meter each and 3 spans of 500 so this is going to be a building which will be designing now the specification of the buildings are as follows we have a building type so we'll be designing an office building which is situated in Shillong which is the capital of Magali which is a state in India the soil on which the building is to be constructed is medium stiff and the structure type is going to be a reinforced concrete frame structure which is in short called the RC frame structure these are the dead loads so there will be dead loads on the floors fall on these three floors the dead loads are different and on the roof it is a bit different similarly the live loads on the floor which you can see is 4th Newton per meter square and on the roof it is 1.5 kilo Newton per meter square but before we jump into the actual analysis we have to understand the basic concept as to what we are trying to calculate what are we trying to do in the static analysis method are we trying to calculate vibrations are we trying to calculate displacements what are we trying to calculate now the answer is actually very simple and you must have guessed it - we are trying to calculate some kind of earthquake or seismic load now what is load load is basically some kind of force and if you remember a few slides back I talked about the concept that when it comes to earthquake only horizontal forces are the predominant forces so all in all we are trying to calculate what is called a horizontal force or in the engineering terms called lateral force so this is what we will be trying to calculate so a lateral force would be a force in the X or the z direction so this is going to be a horizontal force so now we have some understanding as to what we are trying to calculate let's go on to actually calculating it our static analysis method as per the is 1 8 9 3 gives this formula for calculation of what is called the design base shear which is nothing but the lateral force which we talking about so we are trying to calculate this V B which is made of this a H which is a strange stone and you can see it's called the design horizontal acceleration coefficient so a lot many things going on there W is the CE Smith weight of the building so this is some kind of a different weight - don't worry we'll be breaking this down step by step so let's break down the W first W is the seismic weight of the building this is the weight of the building at the time of earthquake now you would be thinking how would one know how much weight is available on the building during an earthquake first and foremost all the dead load of the building will be there even when there is an earthquake and even when there is not an earthquake when it comes to live load we make an educated guess on the basis of probability as to how much weight would be available at that time so say we have a live load of 40 Newton per meter square we assume that during the earthquake it is a very small possibility that the entire life load will be present that is the building would be occupied to its brim and in that case we slightly reduce the light loads all in on it will be a combination of the dead load plus the live load and we'll be talking about that in a bit finally W is going to be the load this is the gravity load so all this load will be acting downwards that is a very simple way to understand it and hence it is a vector next is the a H so H we saw a bit earlier a H was the coefficient some kind of coefficient what a coefficient is it's a scalar value and this a H will lie between 0 to 100 so a minimum value of H would be 0 the maximum value would be 100 and in general it will lie somewhere between 0 and this hundred so we have our two parts to the equation so we have an H which is a coefficient from 0 to 1 and on the other side we have the weight of the building during the time of the earthquake itself if you multiply these two we get the lateral force or the horizontal force which is called VB so ultimately what we are trying trying to do is find out that coefficient we are trying to find out the total weight and if you multiply both of these we get a horizontal force called the base shear or the lateral force so let's go ahead and calculate all these three things so we'll start off with the a H which is called the design horizontal acceleration coefficient which I'll call coefficient from now on so that it's much easier for you to understand but before we go ahead doing that we have to understand that we will try to minimize H because weight of the building will most likely not be in your control what we have in control is the a H as we'll see in a few minutes so what we should be trying to do is minimize this value of H the more we minimize it the lesser the value of the B B would be and that would help create an economical building with that said let's decode this a H value so as per the is 18 1 8 9 3 this is the formula of eh quite a daunting formula if you see it for the first time but it is going to be so simple by the end of this video that you would be surprised so let's look at it from a layman's perspective first and then we'll go into the technicalities so we have a few terms going around here the first term is which is kind of everything you need to know about earthquake so if there is a greater earthquake of course the value of eh should be higher in this case it's not actually the earthquake but the probability of the intensity of an earthquake so if you are in a zone or an area where earthquakes are more prominent this value should be greater which will ultimately make the value of H greater which will ultimately make the value of V be greater so the first term is talking about the earthquake itself the second term which is s a by G is talking about the site condition or the soil conditions depending upon the soil the values will differ after that the value of R which innovate depicts the building strength so as you can see H is inversely proportional to R that is if R increases or the building strength increases the eh value as per common sense and logic should go down so the stronger building you have the lesser would be the force generated due to earthquake and that is what it exactly is finally the last puzzle to this equation is the I which is the importance of the building now this is going to be directly proportional to H if you are going to design an important building like a hospital will be trying to make it resist more of the earthquake which again is common sense because you would want your hospital to be standing even when an earthquake which is much greater than your expectation comes you want the hospital to be standing right there so greater the importance of the building greater would be the age and greater would be your design forces so this is a layman's version of this entire equation now let's see it from a technical point of view so the first part of it is the Z which is called this c s-- mix zone factor now as per is 1 8 9 3 the entire country of india has been divided into four parts or four zones rather zone 2 zone 3 zone 4 and zone 5 and z values with respect to each are given below so for zone 2 it is 0 point 1 4 zone 3 - 0.16 was 1 4 point 2 4 and for zone 5 it is 0.36 earlier it you there used to be five zones of which the zone 1 has now been discarded and everything starts from zone 2 in order to find where you are located or in which zone you lie you can simply use is one 893 map which breaks down the country into different zones so as you can see the blue portion of the map defines the zone to the yellow portion defines the zone 3 the Green defines the zone 4 and the orange defines the zone 5 so the complete northeast portion of India is the zone 5 and you can locate your city using this map however as code also gives you a list of cities defining their exact zone and these Z values so let's find out the Z value of our question now if you don't remember our problem statement this is our problem statement and in our case the location of the building was in Shillong which is in Mohali which is in the northeast so as per the previous map we can easily locate that our northeast is completely in zone 5 however we could also use the list of cities which are given in the is 1 8 9 3 itself and we can locate where shlong is so as you can see Shillong is zone 5 with a Z value of 0.36 so we have our first part of the puzzle we have our Z as 0.36 let's move on to the second part of the equation which is everything to do about the soil or the site condition now this in technical terms is called the design acceleration coefficient for different soil types let me first show you a graph which depicts the value of si by G of this s for the static method as per is 1 8 9 3 and this has two parts to it the first part is the time period which is T and the second part is the soil itself so depending upon the natural period of the building and the soil type we will be getting the SI by G values however just keep in mind that the maximum si by G value is 2.5 of course we won't be using this graph to evaluate si by G because is 1 8 9 3 has quite conveniently given us some formulas to work with we will be using the equivalent static method because we are working with the static analysis right now and as per static analysis this is the value of si by G now again this looks a bit confusing but we will be breaking this down in a minute so let's first and figure out which soil are we dealing with if you don't remember the question again this is the problem statement for you and the soil which we are trying to deal with is the medium stiff soil so let's locate our medium stiff soil sites and this is where we lie so we have our si by G values figured out however we exactly don't know what values to adopt because there is one more angle to this equation which is the time period so let's calculate this value of T now the value of P will depend upon the different kinds of building and the height of the building in general so for a bear moment resisting frame buildings without any mass Marion fills these are the different equations this is not the case which we are dealing with the second that is the buildings with RC structural walls this is the strange formula which we should do but again this is not going to be our building our building is a simple building which will fall into the criteria of all other buildings so we will be working with this formula now this formula of T again has two variables to it one is the H which is the height of the building and one is the D which is the base dimension of the building let's break that down one by one let's talk about the first part of the equation which is the h h is the height of the building if you remember our elevation plan this is the elevation plan of our building and as you can easily see the height of the building in this case would be four point two plus three point two plus three point two plus three point two everything is in meter and the elevation shows it in mm the value of H comes out to be thirteen point eight so we have done our first part now the second part which is the base dimension of the building is a bit tricky here because if you'll see the plan the base dimension is twofold assuming this to be our X direction and this to be our Z direction you can see the values differ so that is what we'll be trying to find out so as per our plan there they are going to be two directions the first is the X direction and the second is the Z direction as per the X direction we have four spans of five meter each hence we get a value of 20 meters so the base dimension is 20 meters along the x-axis and the base dimension is three spans of five meter each that is 15 meters along the z direction so we have our DX and DZ values and of course depending upon this DX and DZ value we'll get different values of P so 1 will be P along the X direction which will utilize the value of 20 and the other will be TZ which we'll be utilizing the value of DZ that is 15 hence we get the values of T X and T Z as 0.28 and 0.32 seconds let's go back to our si by G formula and if you try to locate you can simply find the value of TX + PZ lying in this zone so we have a value of 2.5 on our hands so I say by G in the X direction as well as si by G in the Z direction both comes out to be 2.5 this is the value which we will be having so let's note that down and move on to the next part of the puzzle which is the response reduction factor or in layman's language the building strength as per is 189 3 again we have different kinds of criterias which give different kinds of our values right now we are dealing with moment resisting frames so that is what I have shown you on the screen here now these moment frames are of different types these could be ordinary moment resisting frames or om ahrefs these could be special moment arresting frames or these could be steel however we don't know which kind of our si frame our building is so we have two options here one is the ordinary one and one is the special moment resisting frame which one is our building we just know that a building is going to be an RC frame structure the key to this puzzle is finding a small note on the is 1 8 9 3 which conveniently says that RC that is reinforced concrete and steel structures in the c6 on 3 4 & 5 shall be designed to be ductile or ductile detailing comes as special moment resisting frames so all in all we are dealing with a special moment resisting frames giving us a response reduction value of 5 because we were lying in the zone 5 so we have our third part of the equation let's move on to the final part of the equation which is the importance factor an importance factor as per is 1 9 8 3 divides the structure types into three categories one is the important buildings one is not so important and the last one is normal buildings so important buildings would be school buildings hospitals railway stations airports malls and so on where there is going to be either a lot of gathering or which is required as an emergency building during an earthquake or during any calamity so an important building is given a value of 1.5 as you can understand I is directly proportional to H as opposed to response reduction so greater the response reduction the lesser would have been the H however in case of importance factor if you are designing a hospital building it has to be designed to resist a greater force and that is why the importance factor for important buildings is 1.5 which is 50% more than for all other buildings which is just a value of 1 however we are not bound by these values as per the note given in eyes 1 8 9 3 that the owners and the design engineers can choose the value of importance factor more than those mentioned above so you can actually use a value greater than that depending upon the economy and the strategy of your building design now as per our problem the building type is going to be an office building which in this case falls into the third criteria that is all other buildings so we have we get an importance factor of just one so just like that we have our four parts to this equation calculated let's find the value of H so doing a simple calculation with Z being 0.36 si by G being 2.5 are being 5 and I being 1 we get a value for H to be 0.09 which is equal to 9% so if you remember the simple diagram which I showed you earlier H is the coefficient which is right now 9% so whatever the C smick weight of the building nine percent of it would be the value of VB and it is as simple as that now let's evaluate a few different criterias just to understand this eh even further say we were in zone 2 instead of zone 5 we would have had a value of 2.5% so eh would have been drastically reduced and it is common sense because in zone 2 the earthquakes are going to be less severe and hence the design should be less severe too if you were designing an ordinary RC building the would have increased because an ordinary RC building would not be immune to an earthquake as much as special moment resisting frame we just created so instead of having a value of nine percent we would have add a value of 15 percent and we consider an important building that instead of designing this office building we would have designed this building as a hospital building for example we would have had a 50% increase in the value of H that is a 50% increase in the value of VB ultimately so let's break down the maximum and the minimum cases that is the maximum plausible cases and the minimum possible cases as per the eyes 1 8 9 3 so the minimum value of Z is going to be 0.14 the zone 2 and the maximum value is going to be 0.36 as per zone 5 the SI by G values if you would see the graph or the equations is going to be 0.25 and a maximum value of si by G is 2.5 since R is inversely proportional will be used utilizing the maximum value for calculating the minimum value of H because again it is inversely proportional so the maximum value of R is 5 which will result in the minimum value of H and the map maximum value of H would be gained by getting the minimum value of R which is 1.5 the minimum value of importance factor is going to be 1 and the maximum which you just saw is 1.5 getting these two values we are able to find out the minimum values and the maximum values of H so this is going to be the minimum value of H which is 0.25 percent of the VB which is almost negligible and a maximum value of approximately 50 percent of or half of the seesnake load so all in on your H will lie between 0.25 and 45 in our case as you can see the problem case the value came out to be 9% so I hope that makes everything about H very clear so we have one part of VB done which was H so we have 9% of the equation let's go ahead and find this other parameter which is called W so W is the CE Smith weight of the building as per is 1 8 9 3 Seesmic weight of each floor would consist of full dead load plus and up period amount of impose load so dead load is going to be universally there even if the earthquake comes or not however imposed load is a probability variable depending upon the different kinds of building there will be an appropriate probability as to how much amount of impose load should be taken and we will look at that value in a few minutes all in all we must understand that the Seesmic weight of the building will consist of the cease McQuade due to dead loads and the cease McQuade due to live loads so we'll be working with dead loads and live loads both in our problem statement we had the dead loads given different for all the floors so these three floors had a different load value bought dead load and live load which was twelve and the roof had a different value of ten similarly in case of live loads we had a different value for floors and a different value for the roof so we will be calculating the seismic load at different levels first so this is going to be our W one so this is our W one this is going to be our W 2 this is going to be the W three and this is going to be the W four so we'll be working with these four levels and it's quite understandable that the value at W 1 W 2 and W 3 will be the same because for all floors the values have been given the same however for roof it will be different because for roof both the dead load as well as the live loads are different so all we have to do is calculate two values one for all the four floors and one for the roof in order to calculate those weight values we have to first calculate the area of the building so each floor is exactly the same and the floor area as per the plan can be calculated very easily so we have a length of four spans of five meter each which is 20 meters and we have a width of three spans of five meter each which is 15 meters so the area would be 20 meters into 15 that is 300 meter square so let's calculate the C spec weight due to dead loads on each floors first so the area of each floor which we just calculated is 300 meter square the dead load on all the floors as per our problem statement is 12 kilo Newton per meter square we read earlier that the complete or full dead load is to be taken that is the component of dead load is going to be 100% so the total sea wait on each floor due to the dead load will be the value 12 multiplied by the area 300 which comes out to be 3600 this is the dead load and this is a dead load on each floor so let's find out the live load now on each floor the live load values however will not be 100% applied as per the table ten of is one eight nine three it clearly states that values of live load up to and including three kilonewton per meter square will have a contribution of only 25% and everything above three kilo Newton per meter square will have a contribution of fifty percent so that is what we are working with and in our case the value if you remember is 4 kilo Newton per meter square so we will be working with this contribution of 50% so let's do that the area remains the same that is 300 meter square the live load on the floors was given as for the component of the live load as per the previous slide is 50% so we can simply calculate the value as 4 into the area that is 300 into the 50% which comes out to be 600 kilo Newton so the live load on each floor is 600 kilo Newton with the dead load and live load in our hands we can easily calculate the total Seesmic weight on all floors so the dead load is 3,600 kilo Newton the live load is 600 kilo Newton since W 1 is equal to W 2 which is equal to W 3 we can easily calculate the values by simply adding 3,600 and 600 so we get the value of 4200 which is equal on all the floats now let's talk about the roof so we have one part of the equation we have the weight on each floor done let's move ahead to the weight on the roof itself for the dead load we'll do the same thing as we did we have the area which is common which is equal to 300 the dead load on the roof was given as 10 kilo Newton per meter square and the component of dead load again remains the same because dead load is not going anywhere total dead load comes out to be simply 10 into 300 which is 3,000 kilo Newton when we're trying to find the live loads on the roof however is 1 8 9 3 very strictly states that the imposed load on roof need not be considered so all in all the contribution of live low on the roof becomes zero so when we are trying to calculate it the component of live load becomes zero and the live load comes out to be zero itself let's calculate the total seismic weight on the roof we found that the total dead load was three thousand and we found that the live load contribution on roof is zero so all in all we get the value of three thousand kilo Newton for the Seesmic weight on the roof let's combine all these so we have the value of W 1 W 2 and W 3 which would equal to 40 200 kilo Newton and we just calculated the value on the roof which is 3000 kilo Newton all in all the total Seesmic weight of the building comes out to be fifteen thousand six hundred kilonewtons and using this simple equation we now know the value of W as well as H so we found the H to be nine percent and we have just found that W to be fifteen thousand six hundred kilo Newton and using this it is now too easy to calculate V B so we will multiply nine percent by the total Seesmic weight which is fifteen thousand six hundred which comes out to be fourteen hundred and four kilo Newton so we now know the value of V B which is fourteen hundred four kilo Newton this is the total design base shear and in common language this is the total lateral force which we wanted so this is the force which will be acting in a horizontal direction on this building now if you remember earlier that the values in the X and the Z direction came same because the value of si by G was same so all in all V B in the X direction as well as V B in the Z direction is going to be exactly the same that is fourteen hundred and four kilonewtons so this is the force which is acting on the building however we still don't know as to on which point is this load acting but we know that this load is the total horizontal load which is going to be acting on the building so the next part of the equation is finding out the values or the distribution of this load on various floors and conveniently enough we have a method for that in is one eight nine three which gives the exact formula for calculating the lateral forces at different levels now this formula seems very very daunting but don't worry it's as easy as it has been till now so we will break down this formula so let's first remove as to what qi wi a child looks like and i'll explain it on the web in simplest of the languages just remember it to be something like this so we have a qi which is the lateral force that is a horizontal force but which is made up of ki and vb so the equation in the bracket i have converted it into ki so that it's much easier and vb is the horizontal force or the lateral force which we just calculated so it's just like earlier the ki is some some sort of a coefficient which will be a value between 0 and 1 or 0 and 100% and vb is the value which we just calculated if we multiply these two values will be getting the forces at different levels so all we are trying to do is find the value of ki at different levels and we will do exactly that so let's start off these are the story levels so we have our first story second story third story and the fourth which is the roof we just calculated the weight or the CE Smith weight of the building which is the WI so we calculated the value of WI as 40 240 240 200 on the first second and third floors and on the fourth floor we had a value of three thousand kilo Newton H I is going to be the height of that floor so the first floor is at a height of 4.2 the second floor would be at a height of four point two plus the next which is three point two and it keeps adding on so these are the floor Heights from the base so we have our value of H WI we have our value of H I next we need to fan find the value of WI into H I squared so we simply multiply this value of 3000 by the square of thirteen point eight and we get this value and similarly we will get all these values next part of the equation is actually finding that ki so we are interested in this ki we have our WI into H I square and this value is actually this value that summation of the WI H eyes we're in order to find the key I values for the fourth floor for example will be simply multiply dividing this by the value of this so we get a value of four point four two four and similarly we'll be doing it for the different levels we'll be dividing this by the value of summation of whi square and so on so we get all these values of ki next all we need to do is multiply this coefficient by the base shear or the lateral force to get the values now as I said we have two directions on which this load is going to be acting however in both the directions the values are going to be exactly the same because our H was exactly the same on both the directions so simply multiplying 0.42 for by 1404 which was our VB we get the value of 595 and simply multiplying 0.35 into one four zero four we get the value of 491 and so on all in all we have divided this VB into these sub parts on different levels so let's see it from a little bit of a different lens we had the value of ki at different levels and we have the value of VB which is 1404 simply multiplying these two we get the lateral forces at different levels so this equation can simply be turned into this where the ki values are forty two percent thirty five percent six seventy percent and 6 percent so 42 percent of the entire VB is going to be this value 35 percent of the entire BB is going to be this 17 percent of the entire VB is going to be this and 6 percent of the entire VB is going to be this value so we have all these values done and let's simplify it even further by looking at what is actually going on so we have a complete value or a total later force value of 1404 which is acting on the building now this 1404 has been divided at different levels so on the first floor the contribution of this VB is going to be simply 77 kilonewtons so out of 1404 we have a contribution of 77 kilonewton acting at a level of the first floor this contribution increases as the levels go up so ad second floor it is 17% that is to 40 kilonewton so to 40 kilonewton out of 1404 kilonewton is acting on the second floor on the third floor it is a 35% and on the fourth floor it is a 42% so as you see even though the load on the fourth floor or the roof was way less the actual values of shear as the height increases increases and that is very much common sense the higher the building the greater will be the shear felt at the top so I hope it made sense let's summarize it quickly so we dealt with the static analysis method wherein we tried to find the total lateral force which was VB and VB had two parts to it eh which consisted of different variables that is Z SI G R and I we broke down the zone the SI by G the soil values the our response factor and the importance factor finding this which we got the H values at is 9% he went ahead and calculated the total C Smith weight of the building considering the dead load and the live loads and we got the values at different levels using this we got the value of nine percent for the a H and a load or a total seismic load of fifteen thousand six hundred kilo Newton ultimately we got the value of VB as fourteen hundred and four kilo Newton which we ended up dividing into different flow levels by using this complicated and yet simple formula which we found out to be shared unequally among the floors the lower floors take up a lot less here and as you go high the shear values increase so I hope this video made sense I have not gone through these stat analysis just as now because I did not want to make this video longer than it needs to be that video is coming up next if you like this video do not forget to hit that like button and if you're not already subscribed do hit that subscribe button and the notification bell also before going away do check out my other channel and support me out there too the links to everything that I've talked about will be in the description so you'll find the link to the Facebook group you'll find the link to my other channel as well as the link to as one eight nine three part one so do check out the description find whatever you need thank you for watching and see you on the next video [Music]

Channel: Civil Black Box

Views: 32,757

Keywords: seismic analysis, civil engineering, seismic load, structural analysis, response spectrum analysis, dynamic analysis, earthquake resistant design, earthquake resistant design of rcc buildings, earthquake load, seismic design, static analysis, seismic design of structures, seismic design concepts, seismic design course, earthquake resistant design of structures, seismic analysis of structures, seismic analysis lecture, base shear, earthquake resistant design philosophy

Id: WkNz0mN08WY

Length: 38min 8sec (2288 seconds)

Published: Fri May 15 2020