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So let's start today's session, which is dynamic analysis following the provisions of IS1893, part one and 2016. Instead Pro Connect Edition. This is the last session I would say in this particular series, where I will try to explain in details the type of dynamic analysis that can be performed as far as one 890 2016 provisions and you know we will come up with a verification problem that will help you to understand that we're following all. All the requirements and I do believe that it will give you immense confidence that we are doing the right thing. So today's outline of the presentation is analysis methodology, discussion on response spectrum analysis. Following IS1893 part one 2016 discussion on IS1893 part one response spectrum analysis parameters, consideration of torsional provision. We have the provision of comparison of a share. How stats does that one internally for a response spectrum analysis and we have a verification problem for you. A simple model which will make you understand that. How we're doing and what should be the process? So before we start, it's very important that we understand that from the past earthquake the damage is done all over. The world is immense and we try to avoid such a kind of failure in our structure. So we should come up with a reasonably good structure that can withstand the earthquake. And if it's a complex structure we will be designing the structure using the dynamic analysis. And the dynamic analysis is very, very important as we are able to cover its variation of the distribution of mass an as well as stiffness. So one of the type of failure that we can see is overturning of RC frame building. So it's it's very pathetic. You know the total collapse of frame building. This is in Islamabad and this is a particular picture from the recent nippled nipple earthquake where you can see that inadequate analysis and design of the strongest element, which is the sheer wall has got some cracks and it's bad. It's badly damaged probably. Broken. So if we try to understand what are the analysis methodology that are available in IS1893, we should refer to the clause number six, point 4.3 and we have the two type of analysis methodology. One is equivalent static analysis, another is dynamic analysis so. You know, if we move on with the dynamic analysis so we can have three type of dynamic analysis. One is your linear, another is your nonlinear. So the in the linear dynamic analysis we have a response spectrum. We have model time history or the model respons history which is known as commonly the time history analysis and another method which is the knowledge. Near 1 which is the response history method or this is the nonlinear time history method. Unfortunately, we don't have any clear guidelines specified by the code for the nonlinear try. Mr analysis or with the time history analysis, which is compatible with the response spectrum provided in the code so we can refer to some international in standard and that will be some topics of research and in this particular web in RI will be. Speaking to the response victim analysis only. So while we're going for the analysis, we do have the choice for static analysis. So sometimes the static analysis is something that should not be preferred at all for your structure. So the first exemption for the static analysis, if we want to go for that one, we should come to a conclusion that there is no plan and vertical irregularities, and the first mode of vibration dominates the response. In case of a static analysis, we call it as an equivalent static analysis, and if you look into the clause number 7.7 now, we can have an idea that in zone two with the building lower than 15 meter meter in height, we can go for a static analysis. And apart from that, one from the very basic theory for the stall structure respons victim of that I missed analysis is preferred. And also if we look into the code we can find the wording. As you can see over here, equivalent static analysis may be used for the analysis of regular structure with approximate natural time. Preity less than .4 seconds and definitely we have to have a confirmation that there is no source of irregularity present in the structure. So we jump into the response spectrum analysis and we need to understand few fact before we move in details of the response spectrum analysis, the structural response to a particular earthquake can be summarized using a Respone Spectrum, which provides a valuable information on the potential effective ground motion on the structure and this particular method was proposed by Hausner in 1980s, and this is the simplest method of dynamic analysis an till it is very popular all over the world and. Different international codes also have a clear guideline on this and that proof and the international code also provides generalized response victim applicable for that particular country and we need to understand what is a response victim at response. Spectrum shows peak response of for single degree of freedom system for a particular earthquake which is a function of the natural period and the damping of the structure. And this method specifically specifically allows you a clear understanding on the contribution of the different modes of vibration. To the overall systemic response of the structure and what we find, we find out the design lateral force and we find out the story. Share at each mode and we can simply refer to the clause number 7.7 point, 5.4 C and Seven point 7.5 point 4D of IS1890, part one and 2016. So if we move forward, we can find out QIK, which is the design lateral force and thus we can find out the storage here and mind it at each floor in each mode. So keawaiki is the pic lateral force in floor for the mode number K. So Qi K can be determined by the multiplication of four terms AK Fire K. PK&WWIEK is the horizontal Seesmic acceleration coefficient. It is very similar to the age value an it is zed by two into. I buy our intuition by G and fire K is the modeshift coefficient and you can understand that from this particular term that for a response victim analysis we need to go for a model extraction method. By which we will be finding out the most chip coefficient and the corresponding time period which will be used to find out the SVG value which will be used in computation of AK. And we can find out the Seesmic weight of a particular floor and PK is the mode model participation factor. We will discuss on that one and from Keawaiki Ann just doing, uh some. We will be finding out VIK. Which is the story shear force at each mode? Uh. So, uh, we understand that we can compute VIK. So how we implement this particular analysis type of analysis? In Statpro we, you know, we follow a certain inputs or we get we require some inputs from you and instead pro will be seeing that there is an option to provide a direction factor in the direction factor. If you are using the IS 189 three 2016 part one code specified? Respon spectrum data or the response spectrum curve? That direction factor will be saved by twin too. I buy are the program calculates the time create for first 6 mode. The program calculated by G for each mode utilizing the time period and the damping of the each mode. Even you define the damping an in case of an IS1890 2016, the damping is 5%, so the program will calculate the essay by G for you. The program calculates AK as mentioned earlier. The program calculates mode participation factor. Mass participation factor for the mass participation factor Watt we find out if IK the term and we need to find out WIK multiplied by 5 IK which is the weight an modeshift coefficient and we will have a square of this particular term and divided by the acceleration due to gravity. Anna some of you know WI. Times 5 square. Again, for mood participation factor we come. We denote it as PK and PK is the submission of Wi-Fi IK divided by sum of WI times five square. So Peak Lateral Seesmic Foods and the storage sheer force at each float in each mode is calculated and then we go for modal analysis with this particular force. And this is specifically as sort of your static analysis are up to this. The dynamic analysis is absolutely over the dynamic nature of the structure is absolutely being classified or declassified, or. 25 and then now we find out the you know the response quantities and then we do a model combination an the peak Crypto in order to find out the peak response. And this is somewhere we are which is approximate and you know we use some of the methods like CQCCS. Or is it? Square root of some secrecy or see SM closely spaced mode and whatever the beach here that we are coming should be compared with the Basheer computed from the static basheer or the base share which is being calculated using the approximate fundamental natural time period of the structure. So there are two recommendation if it is in the horizontal directions, that means in the horizontal principle plan directions. We can simply compare these two particular based share and you can understand than I have explained a clearly in my last few webinars that we need. We may need to go for the. Computation of seismic forces in vertical direction in the vertical direction. If you're performing a response spectrum analysis Watt, we have to do is that we have to find out the factors VP by VP dash. The comparison of both based shared in the excitation and the maximum of these two should be used in the Y direction. So the program is doing that one and we will explain that one. So let us come to the response spectrum load case. So what we can see from here is that. We can just add a response victim load case an from the load case add item. I can come to the response spectrum and from the code I can drop down to IS18 ninety 2016. Please keep it in your mind that we have the IS 189 three 2002 code also so you choose that one. I. In your Anna am I mean in your load you can you have to use the model combination method so we have the model combination method available for Indian standard as per clause number 7.7 point 5.3, we can use the secrecy. We can use SRS is or the see SM. So generally if the modes are orthogonal we can go by the SRS method. Otherwise if the closely spaced mode see SM is a method prescribed by the for for to be adopted for the. Closely spaced mode, all the secrecy is the best method which is being adopted all over the world. We can have, while when we have selected the code or what we can do is that we can meet to consider the response spectrum data that is being provided by the code. So what we can do is that we can if we want to choose the code specified spectrum data so that is dependent on your subsoil class. So you choose the subsoil classes, the Subsoil Class Maybe. A hard medium or the subsoil, so choose that one and you can see the, uh, you know, the uh, response spectrum data will be available. And if you choose the custom option you have the option to provide size specific response spectrum. So the size specific response spectrum you can. Input create versus acceleration, or you know the period by period, but I want to mean the time period versus acceleration of the time period versus Displacement and stack can use those data is in your analysis. Uh, so whenever you are selecting the code specified Spectra by default the acceleration type spectrum will be selected an you will not have any option to choose to transfer it to the displacement. But if you are using you know the site specific response victim. Definitely we will be choosing the option called custom. We have got the option to define period versus acceleration of the period versus Displacement. As you can see. From the screen. So you can use the interpolation type. Interpolation type can be linear or the log rhythmic. If you are using the site specific response spectrum only an in case of. I just wanted 90 uh, it's it's a linear by default. So damping coming to the damping Watt we can if you're using IS1 is 9. Three response spectrum methodology. The damping will be 5%. And for the other type, you know if you play Spotify, say 3% damping or you know the 2% damping, then we the essay by G data will be phased from. You know the curve an and that will be multiplied by a factor as specified in the old code using the Table 3 so that you can see over here. So coming to the direction factor, as you can see, the portion which is being highlighted, you have to calculate that by doing too high by R in in each case and we prefer adding single response spectrum load case in a single primary type of load case. An if you need to combine. If you're you know if you have a particular framing system which are not orthogonal or the lateral load vision system which are not orthogonal in that particular case you. May need to consider the seismic force in One Direction and the component in the other direction, but what we would do we try we recommend you to create the primary load case and separately in XY in the Z direction and then use the load combination method so as we on low said is the zone factor. I is the important factor. An important factor and R is the response reduction factor. And apart from that one we do allow you to use the sign response spectrum so you can check on the dominant option and choose an for in the mode number choose zero. So what you will do it? I mean it will go for, you know the dynamic analysis and specifically response spectrum analysis and before it performs a response spectrum analysis, it does model analysis and it will find out the. Mode where the mass participation is highest so the sign of that particular mode will be attached with the final results that you get from the response spectrum analysis an if you even if you have the option to choose a particular mode and use the sign of that one and apart from that one. You have put the option called signed So what the program will do program will do as square root of submission of square for the positive and the negative quantities of the response quantities and whichever becomes the high. Highest one if it the positive quantity is the highest, then the sign will be the positive for that particular response quantities. It's very important we since what we're doing is that we're going for the model analysis, right? And then we are, individually, you know, analyzing each and every mode. So the analysis result of each and every mode is app is available to you and you can simply look into that one for specific purposes. Say if you have, you know a torsional mode and if you want to check what are the forces are coming even if you do that, one engines applicable for each and every mode. That you using the analysis. So here you can see that the option called generate load cases for first say. I mean I can use the first six months because by default the six modes are used and if you want to use much more number of modes so you have to use the cut-off mode ship comment. So cut off Modestep If you do not use the cut-off mode ship command by default 6. So you can generate 6 numbers of modes an you can say in order to identify those individual model response load cases from the other one you can. Start with say 101 OK so that will give you, uh, you know that clear understanding that these are the individual model responsible response spectrum load cases and you know after adding this particular generation option, that particular response spectrum load case should generated by using perform analysis and change otherwise the post processing results will not be retained. So if you want to see. Oh, what is that? It captures the result for each and every mode. You know the model results can be we, so for this particular structure this is the command and you can see that. The options that has been used and in the post processing mode you can see the model load cases are starting from 1:01, so you can find out what is a torsional mode and you can get the results of the torsional mode into the output so you can see 103 is the torsional mode and I can get the results of the torsional mode and I can play with that one or try to find out what is the effect on the structure. Coming to the another important factor that is used is the scale factor. So linear scale factor, which is which we call as a normalized vector. Generally what we do over here is that we exist general rule that is in case of a response spectrum that are, we normalize that particular data with respect to G. So if it is a normalized data and if it is size specific response victim data, the value of G should be in the current input unit. Scale should be provided as G. And you know, uhm? If you are using a response spectrum data as far as just one 893, the program internally multiplies the data with the G and you in that particular case you can simply skip the scale factor or provide it as one. So here you can see that the value for with these for the zip PA or the zero piered accelleration is .9 one. So it is clear and it isn't clear indication that you do not need to do anything if you are using. I just wanted 90 quart specified response spectrum data. So another important portion which is the clause number 7.8 and here you have to consider the torsional provision so that the torsional provision is something that you require. And in my book which I have written, I have clearly made provided you with the background why we require that an required that and why we are using these factors. These things are clearly mentioned but. You know, uh, the theory for this is beyond the scope of this particular session, so I'm skipping that one. And if you go through that particular book, things will be clearer than even why there are two types of eccentricity you know the dynamic eccentricity, an accidental eccentricity that that things as clearly been explained over here. So what we what we required to find at this particular point of time is design, eccentricity and design. Eccentricity will be calculated for a positive torsion and. Another is torsion in the opposite direction to the prayer to the previous one. So what we have we have, we have one equation where one. In five, is being multiplied with the ESI. ESI is the static eccentricity which is the difference between center of mass and center of rigidity at this particular point of time you can understand that computation of center of rigidity user determine its term. If you have a digit flow die from present. So if we order from is being declared as the digital from and we know how to provide the digit flow diaphragm in that particular case you can use the torsional provision an in the torsional provision. You can see that, uhm, uh, you know from the East side will be computed by the program and it uses a default methodology, so you know the center of mass is being displayed by the term 1.5 which. Which we call as an dynamic entity amplification factor. And you know judo .05 by and by is the factor to be used. I mean a particular factor which the program calculates for the portion where you have called the digital from its floorplan dimension. Particular floor, so it requires a particular situation. So in order to capture the first requirement of the code, which is 1.5 BSI plus 0.05 BI, the DC factor should be 1.5. An ECC factor will be 0.05, and in order to get it the second option DC will be won. An ECC will be minus 0.05, so the torsional moment that will be computed on you know. One of the information is important for you. We can scatter the torsional provision in static and as well as dynamic analysis, specifically in response spectrum analysis. So to optional moment calculated at each flow to will be the big story. Sherron edi is the design eccentricity and you know the QIK is the design lateral force that we have explained you earlier. So in order to consider the total. Your conditions that are specified in the in the code, so we required. 2 number of of response spectrum load cases in X direction. 2 number of response victim load. Cousins it direction. So in one case DC will be 1.5. An STC will be point 0.05 in the negative. We call it as a negative torsional effect to compute that one. These it should be one and this should be minus 0.05 and that particular process should be adhered to the Z direction. Respon spectrum load cases and. In Y direction there is no concept of torsional torsion in the vertical direction, so there is no requirement in DC and ECC. So even if you provide that one, the program will simply ignore that. Another important thing while we are looking on the coral provisions, you know the story diff check for a response victim analysis is something that is required and the story drift or what we do is that at the time of analysis we design the structure for the AMC level of earthquake and we consider so many things and the design force is being taken up to the plastic label. So we need. To take this particular force up to the elastic level and for your service ability criteria, the story drift check has to be performed. In order to compute the story drift, check for a response spectrum analysis. What you need to do is that if the command is check story drift followed by the response reduction factor. So here the program calculates the entire story drift and ale by that particular, you know, hide divided by the drift will be the factor, and if that particular factor is below or two, I mean 250. I mean you know the report will be passed for you and you can see that one in the output. So the story did check and you know you can see. The height is of is a 500 divided by the deep tenets is coming out to be to the I mean 354 and you can see the factories been deported over here. But there are few things are whenever we required to change, you know the number of mode shapes to be considered into the analysis, you know. But the requirement is we need to come to that particular point where we require the 100%. I'm sorry 90% mass participation, at least in a particular direction. So in order to get at that particular requirement, we need to tell the program. Here you simply increase the number of modes ship to be to be used. So we have, uh, the cut off mode ship command and we have the cut off frequency command. You know if your structure is very rigid and by default's dad goes in calculation of the more of a particular modes which has a frequency of 180 hearts and if we want to increase that particular frequency level we need to use the cut off frequency with some higher value of 180 so. It may so happen that if you have got a solid model, and if even if you are using the cut off mode ship command, the program is not reporting that one because the cutoff frequency is been reached an you need to increase that particular frequency level. You know there is a particular mode select command. The command is. You know we have got a big model Annie and what happens is that. So if someone is creating that particular model, if it is a building model, we may model anything that is present in the building. Someone may you know the ad four or five antennas that are present in the structure so you know you will be having a local mode shape and you will be requiring a lot of modes into the analysis in order to. Reach the 90% mass participation in certain cases. We are not interested for the contribution of the local modes and we can go for the first analysis and find out which modes are providing the considerable mass participations and we can select those modes for the contribution of final based share and even the story share into the analysis and we can use the mode select command and you can see I have selected mode select 4, Five and six and two story 2, four and six Ann. These modes are been considered into the analysis set participation factor. This is very important. And you know the more participation factor is being can be reported by. Using the command set participation fact before the joint coordinate you use the command called set participation factor and the program will report the participant mean mode participation factor in the normalized form and which is you know the PK. The expression is PK. Is equal to submission of Wi-Fi IK divided by submission of Wi-Fi I square, so this particular quantity will be reported to you. We have got the option called another command called State Command and set print command and this particular commands. We put the model based sharing the response victim output for a given mode. Split it by taking the translation mass times the corresponding calculated accelleration at each node and each global direction to get a force. And even you will be getting an and these folks are being accumulated over the all the nodes at each of the three direction an Inside Edition the node. These nodal forces are used to calculate the cumulative moment about the origin of the coordinate system, which is 000. So if we use the set up in 17 command and these set commands should be used before the joint coordinates and this has been the way the. Dad is handling this test set command and if you use that one it breaks down the calculation of a model based action to the contribution of the base submission at each floor and each mode. So you will be getting the QINVI report if you use the set print 2nd in command. So if you look into the processing after the analysis is over, you can go to the processing result and where you can see you if you go to the dynamics paijanne. As you can see over here, you will be getting the frequency and mass participation factor and also the mode shape table. You know, whenever a particular mode is been activated that will be blue, you can change the mode by dropdown option. And you can choose the animation. And you will be leaving the animation. As you can choose see over here. So the animation is something that is very very you know important for a structural engineer and you can clearly understand whether it's a transitional mode, whether it is twisting mode or pure torsional mode or a couple mode, and you will be definitely having that idea. Even you can identify a particular local mode. So the response spectrum results we are discussing on that one. We can simply change the scale or if the if you want to increase the scale space, the scroll button and and then you will be expressed the scroll button up by pressing the control key of your of your keyboard and scroll button of your mouth. If you scroll up either scale will be automatically be larger and you can see. Eat the displaced. I mean sorry the Moat ship in a better manner. So coming to the response victim output whenever we are performing at response spectrum analysis, we can find the Eigen solution. I mean the output. So in the Eigen solution, what we're doing we're solving an equation's Omega squared aim. Qi mean Q means the five minus K into five and we can take the term fi or the key out of this particular equations and take the determinant of that one. And if you say to that zero, we will be able to solve these equations and you know we can go for an eigen solution and we find out. No. What is the weather for five like? Is the mode shape and corresponding frequency Omega and from Omega we can find out the time period. Model weight so model weight is something that is being calculated as a summation of fi Wi-Fi total square divided by. Wi-Fi, AK and um, and this particular model weight can be. I mean. I mean I can be, you know. I mean is reported in the stack. Brand can be viewed from the output and apart from that one we have something called Generalized massan, generalize masses, feitan, spose or the Q Transpose Mass metrics into Q and generalized weight is generalized must multiplied by G. So these things are being deported. You can see that one. More participation factor and you can use the set print 17 command and you can get the mode participation factor. Spectral acceleration and design coefficients. In that output we can get the for each and every mode. What is a spectral acceleration value, which is the essay by Gian correspond and it is been page depending on the time period of that particular mode and AK AK is nothing but zero by two into I buy I didn't receive IG an zed I&R is something that you already have defined into your program. Peak story share is being reported. Design eccentricity the eccentricity has got two part and one is static. Another is accidental eccentricity that is totally been considered in the time of analysis. Peak additional torsion the torsion that I have explained you how they speak. Additional torsion is being calculated over. He had dynamic model and the missing mark must wait. What is the dynamic waited I need contains the tool potential wait for which is used in the. Computation of Beshir model, which is the total weight actually used. Indiana considered mode and missing mass is the part that doesn't get reflected in the solution and you know the missing mass are being deported using a negative term so that it can be identified that these are the masses that are not been participated into the analysis. Coming to the mass participation and the base here and you can get the output of the mass participation factor you know and from the mass participation factor table at the bottom, if you have both the X direction response spectrum location, you can find out the base here and you should look into that particular based shareware with the proper model combination method. Say for this particular case I have used. The SRS is. Bubble OK so the vision in the best chair report I should use the SRS based share you can see from even you have some idea that whenever if you have some closely spaced mode you know the SRS is based here will not give you the correct result probably you need to go to the CSM method in this particular case you can see the CSA method is giving you the. I mean the better results, which is the higher based here. So Watt here you have to keep it in your mind that we have. We have discussed about the multiplication factor of the comparison of based shared. The program does that one response vector based share has been compared with the static based share and this particular based share is being reported. You know after the response vector analysis and all the response quantities which are being divided after the response spectrum analysis will be multiplied by this particular factor. So what we expect is that in response victim load cases you provide the response victim load case in X, Zedd and then in Y. So X direction if you are using. I mean if you have to use basically the torsion, so the two X directional load cases. Respon spectrum load cases followed by two zip directional response spectrum locus is then the Y direction because we have to compute the the PV bibdesk static. By dynamic comparison of Beshir for each of the X and the direction and maximum of that, one should be used in the analysis. I mean it should be using a wide detection and even in the particular folder where you have kept iostat Pro Model with an extension dot STD you will get to see some of the. This file is being deported and these text files are really important and it reports the lump Massana in a particular file. The file with the file name underscore mods dot TXT. You will be getting the mass reported and this mass. You know this is in a pound divided by the GG in the unit unit of each per second squared, so this is something which may look some wizard weird for you, but you don't. This is how the staff was developed and this is something where you can, you know, use a multiplication factor and get the masses in your required input unit. Uhm, you can get another file which is the filename underscored Ari ESP rest one 890 dot T XT where you will get to see the story share for each mode and each load case in this particular file. These are the text file and you can open it in the text editor. So this is how it looks like and you will have another file which is the basic file name underscore diator dot text hear static and design eccentricity of each floor is been reported. So you can play with. I mean you can view with that file. So with this I will come to a particular portion where we will be discussing on a verification problem and here we can see we have put a stick model. Believe me man, if you're performing a dynamic analysis, if I provide you with the LG model is very difficult to understand that one. And if you really want how we solve that one, please refer to the book that I've written and you will be having all the links to that one. We have put the verification problem of. Each and every topic that we have covered and even we have solved a 3D model over there. So let us try to understand this particular fact. How we are going for this particular verification. So say the zone factories been deported, response reduction factor is being reported. Important factor soil type and you know the damping is being deported. So these are the values that I have taken and these astic model and we're applying the. You know the in order to compute the Mass we need to apply some load to the structure we call it as in mass modeling. Either you can go for the mass modeling in the response spectrum load case, or you can create a particular mass reference load K. So here I have applied one kilonewton in the bottom most node and then two kilonewton and the three kilonewton and we have performed the Eigen solution. We have phased the frequencies. And the more chief coefficients that we can see, these are the normalized modestep coefficients, and then what we will be getting is that we need to calculate the essay by G. So we can depending on the soil type, we can use this particular formula and correspondingly we can find out zip by two into I buy our that is based on the input that you have provided and we can find out a key which is dead by two into higher intuition by G so that AK is being computed. And you can see in the output for this particular model. The spectral actually listens values. You know? So the design Spectra lack solutions. Values are matching with the manual calculation and the AK, which is the values of AK are being matching with our calculation. So now we are interested to find out the more model, mass, mass, participation factor and mass and more participation factor and the Mass participation factor. So let us begin. So what we have done, we have done an Excel sheet. So here what we have found we have found out the mode ship coefficient and we know the model mass and the first in the mode in the load #3. I mean you can see the first mode we have put the motor coefficient one. And then the .5527, and then the .154. So this is in the roof. This is in the second floor. This is in the first floor, and similarly for the more two and the more 3. And you can see the mode shape is varying an you can see it is going in the opposite direction. So here we can see the all the modes are having same. I mean all the points are having the same phase. Here it is having the different phase we can just. Come to the conclusion by looking into this much of coefficients values. Now what we're doing, we can calculate WI into fi and blue I in 2 five square for each and every mode. Now we're interested to find out modal weight which is MK into G. So we need to find out summation of Wi-Fi. And it's Square of this particular term and divided by submission of Wi-Fi Acre Square. So we can take the values from here and we can figure it out. What is the value for X for the first mode, second mode and the third mode? Next thing we can compute the modal weight now or modal weight participation or the mass participation factor. And here we are finding out the modal weight divided by the total weight in 200. So that will give you the mass participation factor and then and it will be computed for each and every mode. Then mode participation factor, it is PK and we can get the more participation factor by using set pin 17 command and it is submission of WI fi fi. And divided by submission of WI π squared and we can get this particular value from the table of AB and let us have a check on that one so you can see the values of you know the. The values are absolutely matching over here, so this is one thing which we can understand that we are doing the right thing. So coming to the model based action and the base here. So in the model based action, what we're doing is that we're finding out five. I mean Keawaiki. Why is multiplication term that we have? We have already discussed AK into fi in Topeka into WI, so we can get this particular values at. Each and every label for each and every mode, and these are the terms that had been reported as key. Why? So? In order to get this particular value sort of model based action we will be having a some of this which are being highlighted over here. This is the values that has been simply added so you know. Apart from that one we can find out the base here I have used the SSS based submission of square root of some has been used and you can see this particular value that has been deported an if you want to. Match that one with Statpro. Uh, we can find this particular value, so let me explain that one. This is a particular table which is been in one in our calculation. It is in the column wise and the report has been revised so. Uh, what you can see over here is that for the first mode. The first mode what we have for the first for the top story, we have a factor or Qi as .24, so this is being reported over here and come to the Studio #3 or come to the next one which is at a height 3. The first factor will be .0 or 0.084. Five .08 is what is being reported on the last one. You come to the story. I mean, if you come to the story, if you come to the story number, I'm extremely sorry. The story number four story #3 and story #2 is what you should read and the corresponding height has been provided. So come to the last one. It's point. .012 so. You can see the .0 one is been reported over here, so we can simply go on an and go on and read this and just do the manual verification using this particular one and for your interest purpose you can see the FX in the bottom most point is 0 because these are the supported nodes, so no force has been generated. Even a weekend. Find out the total effects. In a more number one and #2 and mode #3, that is, that is totally matching. And we can find out the status is based here has been highlighted over here, so you know this is. I mean, I totally understand that there are some hot topics or some of these of the discussion which is required is been not been covered and I wish I will be coming back with some definite topics in the next quarter. And for all of you who really want to understand. What is the dynamic analysis on how we're doing and the and the pain that I have taken to explain these particular terms has been explained over here and that will be available in this particular book and I have got a specific chapter for the dynamic analysis and a particular annex for the verification problem and that will be really helpful for the readers. Bentley Institute press publishes a broad spectrum of textbooks and professional reference books dedicated to the needs of education and infrastructure. Communities are new, offering is a unique book title seesmic analysis using IS1893, part one 2016 and start pro connect edition. It is targeted to the needs of professional structural engineers to understand the subject in depth. It also covers how they need to apply that knowledge in solving feed problems related to Seesmic forces with Statpro Connect Edition. This book covers a wide variety of topics from the basics of earthquake engineering to an introduction to I is 1893, part one, 2016 code through proper modeling, considerations of the geometric stiffness and loads to the choice of proper seesmic analysis of the structure. You can get your own copy at the Bentley Institute press online bookstore. Additionally, you can find the book in digital formats. You can learn anytime and anywhere. Be sure to explore the offerings from Bentley and Supress and support you. Own digital initiatives to advance infrastructure industries. So you know the chapter of that I was talking about his chapter 12, which will be really helpful for you and you can go to storedoorbentley.com products and choose the book that is available in English. So there has been an announcement and you know we have come to an end of this particular series and definitely we are starting a new one with a new more topics and that will be very much helpful for the practicing engineers and. Those who want to learn. I just one 893 in details. But before doing that one you know we are conducting three series of workshop that will be an online workshop where we will be, even though they're simply explaining the stuff to with you and do a manual verifications and we're starting up with the one by three workshop where which is on 29th April 2020, and that will be followed by. Two by three workshop and two by three workshop in two by two workshop, we will be discussing and explaining the stuff that will be helpful for the dynamic general dynamic analysis, with some verification, and there will be another series of workshop, another set up workshop to three-by-three workshop, where we will be explaining you how to work with, you know. How to work with the stack flow connect edition IS1893 so there is nothing to wait. We have the date so let me provide you with the dates so the one by three workshop will be on 29th April 2 by three workshop will be on the 28th of May and on 25th June we will be having the three-by-three workshops and the topics are being provided over here. So if you really want so, I totally understand that. This walking with Kinect edition interface is a little bit different than the connected via diversion, and we're here to help you out. Believe me, there are some tools and tips that will make your work much more faster and easier than it used to be in the V8I series. So I need your views so if you are interested to learn what is than you. Um connect edition on how to work with that one? Please pull your vote over here so I expect all of you should press yes so just to get an understanding how it is. And we have another cities that will be in the third quarter, so we have explained you know what an how to go for the IS1893 part one seismic analysis. So you require the ducktail detailing. So if I missed 13920 or if you're interested for IS 13920. The design part even I will be one of the speaker over there. So if you're interested please. Pull your vote right now. So with this I thank you all and um, you know, I understand once again the COVID-19 situation is really a panic for all of us. So stay with your family, work hard because all of We are working from our home and hope we will concur. No, this particular virus and we will come to a country. I mean we will grow. I just like a country with a strong economic cause. We are working. Thank you and I will be with you very soon with the upcoming webinars. Thank you. _1594469525716

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- Different methods of Dynamic Analyis
- Discussion on Response Spectrum Method
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