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Please register to become a part of our thriving group or login if you are already registered. Drift is a very complex topic in structural engineering. It involves too many factors to arrive at a suitable decision.

It involves engineering judgment, the phenomenon fresh engineers might not feel. In this article, I have tried to explain what is building drift, allowable limits, ways and means to check in ETABS models and to control the excessive drift.

Please keep in mind, this article is not about the building drift as far as structural science is concerned, rather this topic of drift is related to ETABS software. First of all you must be familiar with the term story drift. For convenience, I am quoting here the definitions from UBC code: What is the maximum permissible value? Well it depends upon the type of drift.

Is it seismic or wind? For seismic, I will refer to UBC code which in section Now in simple words, the maximum limit for seismic drift is: I will refer you to ASCE commentary CC. This is common thing, however, in reality this figure can be up or down depending upon the ductility of cladding material and finishes.

Here l means story ht. The concept of drift limits is same throughout all the governing codes, and the typical limits of story height by some number is same, but obviously you have to take care of the process of calculating the wind force or seismic forces.

You should not calculate wind force from one code and apply limits of another code. Determination of actual drift depends on the load combination and the period of recurrence.

If not properly calculated, this may dramatically increase or decrease the accepted drift values in model. Seismic force E is always already factored so that's the reason its factor is always 1. The recurrence period for seismic force is 50 years. In seismic drift we do not convert it into service seismic force. Seismic drift is checked against the direct load case of EQx, EQy etc in ETABS.

For wind drift, we need to convert 50 year wind to service wind force. It has been recommended by ASCE commentary CC. To convert 50 year service wind force to 10 year service wind force it is multiplied by 0.

So in a nutshell we create following load combinations in ETABS to check our drift: For seismic drift, as discussed earlier, we do not need any combination, drift will be checked just on EQx and EQy load cases only. Well, after creating the drift combinations as discussed in step 2, we need to do as below: Scroll down to the end of the page, you will find out a section about drifts, similar to this one: As we want the drift for wind to be on drift load combinations and not on wind load cases, so we will not compare this wind drift without limits.

In this table we are going to check just the drift values of our ETABS model for individual seismic load cases; EQx and EQy.

As you noticed, this table shows us values in fraction format. Now this value is delta S. First we need to convert it to delta M by multiplying it with 0. Assume R here is 3. So instead of calculating every time by 0.

If our limit is 0. Now the values in ETABS are inverse so our limit is 0. Now as long as x some number is greater than 98 our limit of 0. This way you can quickly check and compare seismic drifts. Click on and then copy the table to EXCEL. To save time you can right click on EXCEL taskbar and select maximum and minimum.

Again the values reported in ETABS are divided by story ht. Well we are not going to talk about different measures and modeling techniques to control the drift values. We are going to talk about large numbers in drift tables. Sometimes it happens that a point or node is free in the model or is connected to a NULL line or very flexible section. Drift tables for example the story drift table in wind captures the maximum displaced points.

Obviously the displacement of several meters in tables is not what we are looking for. Drift values relative may be still okay for these points, but it requires you to check the displacement values too before checking directly the drift. Unlock the model and remove all free points, check for any discontinuity and modify your models to remove all the errors.

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Seismic drift values are much larger than wind values. UBC uses maximum inelastic response displacements rather than the design level displacements to verify the performance of the building. So, for a floor to floor height of 12 feet the max. That is why proper detailing is emphasied in seismic design.

Thanks rana waseem bhai for nicely explaining the topic and it has cleared all my doubts about drifts. Till today i have been checking drift only for top story roof. I use to check the displacement of maximum displaced point of the structure at top roof and use to take it Delta. Then i convert it into Delta.

This what i was told by my boss at very 1st job. Since then i tried to find out through UBC but could not understand and assumed the same. But i think it should not make much difference to check interstory drift by 0. Inter-story drift limitation is intended to limit the damage. Abs disp of max point of upper stories wrt to base is to check for seismic separation. Both checks are must. Kindly explain for what purpose? Because for seismic drift, Rana Waseem sir has explained only seismic CASE should be used.

The drift limits were adjusted accordingly. You never reduce the strength-level design earthquake forces to service-level forces for the purposes of drift computation.

This is true of the Forex tester po polsku, all editions of the IBC, and all editions of ASCE 7 since My original post is referring to use strength level load combos in the light of justification provided. In addition to that, using dead and live loads with earthquake is a good idea as they cover any lateral deflection due to gravity load mostly observed in non-symmetric frames which wouldn't be accounted if only earthquake load case is used.

For the exact quote, Google SK Gosh Associates and start of this quote. The statement reiterates the basis of strength design earthquake design being followed. Read the codes that you are using. They all refer to strength level earthquake forces. So for a 3m story can forex solve unemployment problem the maximum displacement of the upper story relative to the lower story is 0.

I think it is a large value or I misunderstand what you meant?? Excerpt from UBC is also posted in the OP. You need to be a member in order to leave a comment. Sign up for a new account in our community.

Already have an account? Waqas Haider posted a topic in Software IssuesJanuary 3, UmarMakhzumi posted a topic in Software IssuesMay 25, Hasan Tariq posted a topic in Steel DesignJune 19, Ayesha posted a topic in Seismic DesignJune 12, By EngrJunaid Started Yesterday at By Tdyan Started Yesterday at By Samra Masood Started Monday at By Abdul Malik Memon Started Friday at By saleem khan Started May By Saiful Islam Zaber Started June By ILYAS Started June 8.

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Register or Sign In. Posted July 15, Building Drift in ETABS w aseemrana. STORY DRIFT RATIO is the story drift divided by the story height. Share this post Link to post Share on other sites. Posted July 17, Posted May 28, Good article; I will throw my two cents. Posted December 21, Probably, link to original website requires updation too.

When is your book completing? Posted March 1, Very well explained, looking forward more from you. Thank you so much! Posted October 6, Posted October 7, Stay with what code says. Posted July 26, Posted July 27, Posted October 15, Posted December 20, Create an account or trainee stock trading jobs london in to comment You need to be a member in order to leave a comment Create an account Sign up for a new account is forex permissible in islam our community.

Register a new account. Sign in Already have an account? Our picks Etabs Manual Meshing Problem mhdhamood posted a topic in Concrete DesignNovember 15, ENGINEERS; I WILL LOOSE MY BRAIN FROM ETABS. I DECIDED TO MAKE MANUAL MESHING FROM AREA ELEMENTS BESIDE EACH OTHER AND EVERY HING WAS FINE.

THEN ERROR MESSAGE THAT ALL ELEMNTS ARE CLOSE TO EACH OTHER. SOMEONE TELL ME PLEASE I WILL LOST MY WORK. Promoted By UmarMakhzumiFriday at Shear Reinforcement In Etabs Waqas Haider posted a topic in Software IssuesJanuary 3, Assalam o alaikum. I have just designed a frame structure with SMRF. The out put of shear seams weird to me. Is their any logic behind it??

How can i convert this into spacing?? Promoted By UmarMakhzumiBinary option expert signal holy grail Response Spectrum Analysis in ETABS saleem khan posted a topic in Software IssuesMay 28 Hello everyone, I hope all of you will be fine.

I would also like to thank the members for their professional comments and advice. As my first post in this forum I would like to ask the following queries: Does anyone has any idea? I am sharing the ETABS model for your information and easy reference.

Could someone explain why this is so? In practice should we maintain maximum steel in both stories? Or we shall follow what the software suggests? If yes, Could anyone explain it?

Regards, and look forward to any explanation. All you need to do is to draw the curvature of the dome in elevation by a series of straight lines, but draw only the one half. Then using the apex at centre point, radially extrude the line say 24 times at 15 degree intervals or 48 times at 7. You can further use this geometry for Finite Element Analaysis.

Promoted By UmarMakhzumiJune 8. The roof of the mosque is a Truss. Do truss rest on the beam? Promoted By UmarMakhzumiJune 6. Seismic Assessment And Retrofit Design Ayesha posted a topic in Seismic DesignJune 12, I gestionnaire de fonds forex came across these useful case studies, which, I would like to share.

You can use them if you are working on a commercial or residential building retrofitting project. Are binary options legitimate 777 case studies provide insight about seismic retrofitting and also on analytical methods, that are used for what is the best printer for counterfeit money assessment.

I would also like to give stock market seasonal charts credit to people who are involved in these studies.

All these studies were performed under a US-Pakistani Joint Cooperation Project. The details for the project are. I used to assume that all reinforced concrete slabs can be treated as rigid diaphragms. But as it turns out, only the slab with span-to-depth depth is length of slab in direction of lateral loads ratio of less than 3 and without horizontal irregularity can be treated as rigid diaphragm.

The more important thing is that the span-to-depth ratio and horizontal irregularity is not the only criteria and one other factor also needs to be kept in mind before assigning rigid diaphragm to concrete slabs in numerical model of building. Another important concept that I learned, and it was a moment of epiphany for me, is about TRANSFER diaphragms. Now, I have the answer to that query: Another article is required to explain itand this concept is not discussed in this article.

This article is about flexibility of diaphragm. Diaphragms are horizontal members of the lateral-force resisting system of building structures. Their function is to distribute inertial forces, generated at its own level, as well as other levels, to vertical members of lateral-force resisting system. One kind of diaphragm only distributes inertial forces generated at its own level. This kind of behaviour is observed in buildings where there is a continuity of vertical members of lateral-force resisting system: Promoted By UmarMakhzumiJune 5.

Ev is not applicable for Allowable Stress Design. The new term, Ev, was introduced in the UBC. For Strength Design, Ev is defined as 0. For Allowable Stress Design, Ev is defined as 0. Strength load combinations and include E. Field Practice Manual on basics of good construction practices.

Please visit the forum link to download the attachment. No registered users viewing this page. How to overcome story drift?

Allowable Lateral sway limit. Seismic Drift Procedure For Real Building. Dear all; I have prepared some procedures that in need to your evaluation according to your experience judgement. I am saying that the following procedures that I will mention will be trusted after your comments that agree or disagree.

Let us take one floor as a sample. Do the above for y-direction. Now what are the values we get and how to use it. Now to get the the seismic drift values from inelastic response we multiply the above drift by 0.

Building Drifts In Etabs - Journal/ Articles/ Tutorials - Structural Engineering Forum Of Pakistan

As you may see our story drifts either in x or in y are less than 2. Interstorey Drift Limits, Moment Releases And Base Fixity. What is the inter story drift limit for steel columnsand what is the maximum deflection allowed at the mid span of the column which has axial load and lateral loading as well?

How we decide the end at which moment need to be released and which one like M22 or M33? Does this depends upon the support end and type of support? What is the difference between the pin support and fix support in terms of its application to the model?

As lateral meaning is not required its the sense that on which basis we decide that oke we donot model pin support and assign fix support to the model. Does this all only gives us freedom in the fixity of structure at the base like we are free on locating the suitable position for anchors on the base plate or it has to do something else as well?

What about the wind loading? What about the wind analysis we do by the help of software how accurate are they as the deformation due to wind is nothing in many cases if you see the analysis report or table Ubc Seismic Drift Limits. The elastic deflections due to strength-level design seismic forces are called design-level response displacements. Design level response displacements are what you get out of your software, when you run analysis.

Please note that structural analysis softwares may provide these values in different formats; say a percentage of height or a direct output.

Well, to calculate your story drifts, first you need to find maximum inelastic response displacements from your design-level response displacements. The maximum inelastic response displacement is defined as: For a floor to floor height of 12 feet the max.

That is why proper detailing is emphasized in seismic design. You have included accidental torsion in your analysis. Use strength design load combinations: You are using cracked section properties for reinforced concrete buildings. Determination of story drift from the difference of the combined mode displacements may produce erroneous results because maximum displacement at a given level may not occur simultaneously with those of the level above or below.

Differences in the combined mode displacements can be less than the combined mode story drift. A four-story special moment-resisting frame SMRF building has the following design level response displacements. Maximum Inelastic response displacements. Check story 3 for story drift limit.

For structures with a fundamental period less than 0. Drift Values In Etabs.

Expert opinion on M. Reinforcement in Sap Response Spectrum Analysis in ETABS. Minimum reinforcement For Precast Pile. I also don't have any experience with Similitude Study. AoAI am going to start my M.

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Need your expert opinion on this topic. It will be of great help if anyone on this forum have work on Similitude Study and share their experience,relevant research papers etc Thanks. Your question is not clear. If you explain your problem in a bit detail, you may get a more specific reply. However, if the purpose of your question is to know about general procedure of interpreting reinforcements given by SAP software, it is given below.

When we design a concrete frame in SAP, it gives following different types of reinforcement: In case of columns, required areas of main or vertical steel bars and lateral or ties reinforcement. It is easily available on Scribd. How to compute steel reinforcement for a concrete section in sap ? Hello everybody i need a favour can anybody provide me with the following paper, i cannot access it Once you let go the bob, the pendulum vibrates around the initial rest point. This is an example of free vibrations.

The foundation will as a result vibrate based on its stiffness like pendulum. In free vibrations, you disturb a structure and let it vibrate without disturbing it further. In forced vibrations, the structure is continuously being disturbed by a force applied at regular interval. Enjoy the attached forced vibrations video as well that shows breaking of a wine glass under sound. Sound waves are what are forcing the glass to vibrate and the frequency of the sound waves has been set so that its close to natural frequency of the glass causing it to resonate and break.

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