Yasir Saleem

Rana all the points that you mentioned are right just one suggestion that instead of cutting down the members its better to encourage them by sending emails or notifications that they should comment and take active part. As in many cases many people want to say something or even they know but they are shy to write that it might be wrong so what everyone will say ...so they just come read some usefull stuff and go away so by deleting such members i think it will be harsh as this forum means learning but still admin can take notice of your suggestions... Rest i must say good analysis a meaningful one....

i think it should be done at that level so to have at least some idea about earthquake engineering and also for the risk assessment of structures. Should go for it...

welcome....

please find attached files... 2005 EQ time history.xlsx

welcome but please donot try to jaam things ...lolz welcome

Please find the attached file this one is collected from Nilore Station Pakistan... The values are adjusted by eliminating the error... I am not able to upload the file at the moment will upload later with the PGA .....

http://www.ncedc.org/anss/catalog-search.html http://earthquake.usgs.gov/earthquakes/eqinthenews/2005/usdyae/#details http://www.iris.edu/wilber http://www.isric.org/ Red one has all the information about major earthquake events all over the world. Just select the nearest station and download the files i hope you will under stand all the required information just have to adjust some data because there are some errors and you know what these errors are for the adjustment of data to zero line....

here is attached just some parts of EMS 98 which explain some examples of assigning vulnerability classes to building depending upon there types cannot upload full version ...but if you need i will send through email.... EMS-98.pdf

it depends for which structure, up to what level and for which purpose you want to do the assessment of the structure. e.g, For masonry for RC frame for wooden etc. Then there are several assessment methods and ways through which this can be done. But in general for seismic assessment you have to select the building data in which you should have all the information of the building before and after an event. Then you design the building accordingly and do pushover, time history analysis or you can go for the capacity curve or even performance point of the building. Later you have to compare your results with the actual behavior of the building and you can assign any damage grade to the building. There are some damage grades defined in the European Microseismic scale (EMS 98). This is general procedure but different details can be gathered and often there are difficulties for getting the data for a building before and after the event but then you have to go for different methodologies which many researchers have used.

welcome everyone, Its good that students are interested in this tell your friends about this as well...

admission ho jaye ga yahan ana hai tu isi saal main a ja... Rana

Obviously there is no match for a masters degree and after doing it from germany i will for sure suggest that you must do it and do it from abroad where ever you like easy because it gives you vast experience of other nations and teaches you so many lessons of life which i promise that you will never learn in Pakistan. Simple that you not only do your master study but you will get to know some new patterns of life and the way you live. So do it and try for scholarship programs there are many like DAAD scholarship for germany and ERASMUS student program for europe etc select any of them ..

asad R is structural participation factor for the base shear.we make our structures in two different ways one that whole structure bears the base shear force and still remains in the elastic range there is no plastic hinge formation or non linear range... and other way is that we design our structure such that some part of base shear is resisted by structure and remaining part is shared by the ductility of the structure and structure goes into non linear range and hinges are formed. what we prefer that our structure behave the second way so it some part remains in the elastic range and other part in plastic.Plastic hinges are only preferred in the higher zones like you mentioned 3 or 4.In low zones we don't make plastic hinges as it makes structure uneconomical so we do more elastic and little bit ductile structure.. So the value of R is kept low as this value is divided by the base shear and the force which comes out is taken by the structure and remaining is taken by the ductile part of structure....In normal zones structures are low ductile and value of R is less. Now if we go to the higher zones like 3 or 4 what we want is that our structure should be flexible and it resist all the seismic forces and should not fail at any stage. So SMRF structure is preferred and Strong column weak beam structure is designed. So when we take value of R like 8 or 9 it means that base shear divided by R the value we get is resisted by structure and the remaining force is very big goes to the ductile part of the structure so just to get that much ductility or flexibility in the structure plastic hinge phenomena is introduced in the structure. What happens in the plastic hinge that our structure gets all the deformation and it goes to the plastic hinge region but it don't fail or fall down but this is only in very severe cases or very high zones. In plastic hinge we keep very close reinforcement at the beam column joint what happen with this reinforcement that concrete is more confined as we know that in concrete structures failure only occurs due to the cracking of concrete and steel fails at very very late stage so with this extra shear reinforcement we make structure flexible such that large deformations occur but no failure of structure. So i hope that you will get it now and Plastic hinges are made in SMRF structures as they are specially designed to resist severe seismic actions. and plastic hinges are formed that our structure should not fail at any cost it should go in non linear range ... I suggest you to read some thing about the push over analysis and non linear hinges in structures ... I hope that now you are much clear what i mean but still if you have any doubts please donot hesitate to ask...

Asad i think you have to look that is there any room or terrace what kind of structure on the slab .... But keep in mind that you have to use inverted beams for that as this will reduce loading to some extend compared to the one in which you design normal hanging beam....

And sorry one more thing i like to mention here that i understand the concept which you explained to waqar i think but here it is important to tell him that such rft deatiling is very very poor for structures and he can see why it is poor .....Shear stirrups long. bars everything is not according to seismic requirements....what you say..

Sir g in first Pic where the column is failing in the window there SHORT COLUMN effect is also visible ...what you think as we the length of the column is reduced due to the walls which is highly unfavorable in earthquake region because then the shear forces are high in that region and they cause such shear failure so this must also be kept in mind that the length of column is not restricted in that way that it produces short column effect......

and please keep in mind as you are using the demo version so your file must not be big enough i mean to say that the plan which you want to analyse must not be big as there will be lots of nodes in the model and demo version is limited to several nodes only so remember .....

adnan first you have to make your autocad drawing according to 3Muri format its easy just you have to draw the center line for the main load bearing walls as when you sketch the wall in the software it works with the center line. so make your drawings in this format and then you can just import your plan in the software i am sending you on your email id an example drawing and also a PDF file for how to use the software in this you will understand very easily what is the procedure of using this software i hope this works or else you can ask.....

Sir, Umar there is one software for masonry which i am using to get the capacity of the structure i think if adnan need the streeses or forces on the wall then he can try using 3Muri software its also a free ware you can download and analyse your structure for the seismic response it works on Euro code but you can define own limitations as well. But only analysis are much better with this one...