Nonlinear dynamic (time history) of reinforced concrete building frame using SAP2000; El-Centro time history function; Plastic hinge formation; Inter-storey drift.
Thanks for a clear presentation of the video, but in gravity and nonlinear load case, usually we have to choose the mass source 1, but by default, you picked the previous option, is it correct to do?
sir, I would like to thank you so much for the lecture. sir, May I know why you have chosen p-delta large deflection than the p-delta effect? adding to that.. if time permits can you please upload lecture on nonlinear time history analysis of aluminium frame and steel frame as its cost effect for experimental work.
Your videos are nice and explanation are very good. 1)Why are you applying plastic hinges to beam and column? Reason. 2)What will happen if I analyse without plastic hinges in my 40 storey steel building?
1) Pushover analysis is a nonlinear static analysis. To get the nonlinear response of the structure, we should define the plastic hinges [in terms of moment - rotation (M-phi) curve]. Or else, we have to define the stress strain curves of the materials (for instance, concrete for RC frame and Rebar for reinforcements) used in the frame design. In such case, the results of plastic rotation values of the all the members need to be obtained after the analysis. These values have to be verified with the permissible values suggested by various building codes (ASCE41, FEMA356 or ATC40, etc) 2. You wont get the inelastic response if you dont define the plastic hinges. Or, As i said in the first point, you have to define stress-strain curve for the steel material to observe the nonlinear behaviour.
sir i followed all your steps that you have done in this video with the only difference that I am doing non linear analysis on the 10- storey steel structure. The step where you defined the hinges for concrete frame I have defined for steel but after I run the analysis to see how many hinges have gone into life safety or remained in immediate occupancy my deformed shape for time history only shows deformed shape without the coloured hinges ........
Nice! I want to plot the response of Load combination (E.g. Wind plus Wave) not just a single load case (Wind only). But in the Display -> Show Plot Function, I am unable to find Load Combination I have defined (E.g. 1.3 Wind + 1.2 Wave). Can you please help me with that?
Hi im modeling bridge in csi bridge that s a software like sap and e tabs ...i want to set group of time history analysis for ida analysis but when i set scale factor of 0.1g to 0.8g or even 1.5g in some recorda for examlpe loma prieta record ... the hinges are in the linear phase and there arnt any rotation ...what should i do i need 0.1g to 0.8g rotation hinges for plot fragility curve can you help me?
nice video, Can you please explain how you decided total time steps 2688 in time history analysis, also can you please upload similar video using link elements for nonlinear time history analysis instead of plastic hinges, thanks
I have ah doubt in this . In YZ plane hinges are not formed that mean collapse not occurred in that plane or else structure is not displaced in that direction ?
As the structure is pushed in x direction (XY plane, considering Y is vertical direction), plastic hinges are formed in beams oriented in that plane. If we run the push over analysis in z direction, the members oriented in the respective direction will get the inelastic response (formation of plastic hinges)
it is present in your database of your computer only Local Disk :C , then Program files then computer and strucutres then Etabs 18 or Etab 16 then time history funtion . you will get all time history file predefined canbe opened in notepad
Sir, what is the difference between linear and non-linear time history analysis? Is it possible to conduct non-linear time history analysis in Staad Pro?
There are two types of nonlinearities such as material and geometric nonlinearity. Here in the video, i used material nonlinearity for the analysis. For nonlinear time history analysis, nonlinear stress-strain values need to be defined (or plastic hinges) to obtain the nonlinear behaviour of the building. For linear analysis, we define elastic modulus, yield strength (or compressive strength), poisson's ratio. we can not get the inelastic behaviour with these material properties.
Why did you divide the displacement by 3.5?
Thanks for a clear presentation of the video, but in gravity and nonlinear load case, usually we have to choose the mass source 1, but by default, you picked the previous option, is it correct to do?
sir, I would like to thank you so much for the lecture.
sir, May I know why you have chosen p-delta large deflection than the p-delta effect?
adding to that.. if time permits can you please upload lecture on nonlinear time history analysis of aluminium frame and steel frame as its cost effect for experimental work.
thank you. please visit this www.eng-tips.com/viewthread.cfm?qid=394025
wiki.csiamerica.com/display/kb/P-Delta+effect
Your videos are nice and explanation are very good.
1)Why are you applying plastic hinges to beam and column? Reason.
2)What will happen if I analyse without plastic hinges in my 40 storey steel building?
1) Pushover analysis is a nonlinear static analysis. To get the nonlinear response of the structure, we should define the plastic hinges [in terms of moment - rotation (M-phi) curve]. Or else, we have to define the stress strain curves of the materials (for instance, concrete for RC frame and Rebar for reinforcements) used in the frame design. In such case, the results of plastic rotation values of the all the members need to be obtained after the analysis. These values have to be verified with the permissible values suggested by various building codes (ASCE41, FEMA356 or ATC40, etc)
2. You wont get the inelastic response if you dont define the plastic hinges. Or, As i said in the first point, you have to define stress-strain curve for the steel material to observe the nonlinear behaviour.
sir i followed all your steps that you have done in this video with the only difference that I am doing non linear analysis on the 10- storey steel structure. The step where you defined the hinges for concrete frame I have defined for steel but after I run the analysis to see how many hinges have gone into life safety or remained in immediate occupancy my deformed shape for time history only shows deformed shape without the coloured hinges ........
Can you please provide the steps for non-linear time history analysis of steel structure in ETABS?
Sir, if the building is 33th floor, how long the time to take for running?
Thank you so much sir ,I appreciated. would you uploaded a video with base isolator please?
Nice! I want to plot the response of Load combination (E.g. Wind plus Wave) not just a single load case (Wind only). But in the Display -> Show Plot Function, I am unable to find Load Combination I have defined (E.g. 1.3 Wind + 1.2 Wave). Can you please help me with that?
TOO FAST
Hi im modeling bridge in csi bridge that s a software like sap and e tabs ...i want to set group of time history analysis for ida analysis but when i set scale factor of 0.1g to 0.8g or even 1.5g in some recorda for examlpe loma prieta record ... the hinges are in the linear phase and there arnt any rotation ...what should i do i need 0.1g to 0.8g rotation hinges for plot fragility curve can you help me?
How to get response spectrum before we start the time history analysis in ur explanation 0.20 sec video
Sir, could you make a video about Nonlinear Time History Analysis for steel structure?
nice video, Can you please explain how you decided total time steps 2688 in time history analysis, also can you please upload similar video using link elements for nonlinear time history analysis instead of plastic hinges, thanks
sir please tell me nonlear time history analysis can be done for FLAT SLAB also ??
Thank you sir sharing the knowledge of time history analysis..
Suppose the time history data says that "in units of g", then what should we put in scale factor? 1 or 9.81?
9.81 if your sap units are meters.
I have ah doubt in this . In YZ plane hinges are not formed that mean collapse not occurred in that plane or else structure is not displaced in that direction ?
As the structure is pushed in x direction (XY plane, considering Y is vertical direction), plastic hinges are formed in beams oriented in that plane. If we run the push over analysis in z direction, the members oriented in the respective direction will get the inelastic response (formation of plastic hinges)
sir is this blast load time history analysis
Hi can you please explain at 11:31 mins what does number 3.5 refer to?
I think Will be the floor height
sir please give me el cetro data
Good
From where can I get that el centro.txt file?
Visit peer.berkeley ground motion database
it is present in your database of your computer only
Local Disk :C , then Program files then computer and strucutres then Etabs 18 or Etab 16 then time history funtion . you will get all time history file predefined canbe opened in notepad
Sir, what is the difference between linear and non-linear time history analysis? Is it possible to conduct non-linear time history analysis in Staad Pro?
There are two types of nonlinearities such as material and geometric nonlinearity. Here in the video, i used material nonlinearity for the analysis.
For nonlinear time history analysis, nonlinear stress-strain values need to be defined (or plastic hinges) to obtain the nonlinear behaviour of the building. For linear analysis, we define elastic modulus, yield strength (or compressive strength), poisson's ratio. we can not get the inelastic behaviour with these material properties.