WR1

models or software is not the place to design everything! if you have a simple beam wl²/8 it doesnt need to be modelled in ETABS! wish some ppl get it in my office too

model it at the same level!

its good to hear if HW said u can apply!

Eid Ul Adha Mubarak 15&16 Oct, 2013

true, very true

guyz only thing that matters is passion! i was in school, our school motto was "i can, i will", my college motto was "courage to know" i still remember that all! you just need to have THE TALENT, THE PASSION, willingness to learn! atleast i see in him, all this, so would not i appreciate and try to inspire him more. to be honest i think, even if some has willingness to learn, he can learn engineering without even a degree. this is not to point out anyone! and not to let any one down! but guyz appreciate him atleast for what he thinks!

why do u think "not everyone can be"! I ask "why not?"

look! this world is so unfair! its a fact! you have a good degree you still might not get a good job! okay! and who says if ur a b.tech u cant be good structural engineer! yes practitioners may not have qualification. and yes international universities recognise this! Unfortunately i dont have any idea if any firm in pakistan thinks out of the box and go out of the normal ways! but keep moving, keep struggling! Distant learning is yes difficult, I would not recommend it to you! Fee is same, duration is max 7 years, Its upto you! course is same, infact everything is same! difference is just have to study your self! which is difficult! Do you think Mark Twain, Henry Ford, William Shakespeare or Albert Einstein had degrees? You already have B.Tech! just ask your self! "WHY CANT YOU?"

Danny! I am glad to know your PASSION about structural engineering! Life without a passion is useless, i think. You have already begun your journey believe me! Lets not talk about DAE or Degree! If you can get admission in HW in dubai! then just do it man! I am currently a distant learner in ms in HW but not sure about admission procedures. I would recommend you to goto HW website, check admission criteria, send them an email regarding your concerns. I would say if its possible then just go for it! Regarding ETABS etc dont worry about it! I would not recommend you to take courses for ETABS like CAD, as both are totally different in concept! With more education and experience you will eventually learn but you cannot just grasp the subject in 2 months courses. Just try to learn from the material posted in this forum, start doing small examples and ask help from others. I am not a site guy so not sure about site engineering thing! As far as design is concerned, go for ms after b-tech! dont worry about pakistan or abroad experience. money doesnt matter yr! just get it!

first determine which type of torsional irregularity you have, is it 1A or 1B? Which Seismic Design Category? then check in Image 4 which remedy will be applicable.

These r the images. In Image 4, 5 and 6 Remedial measures are given against irregularities! You can read more in the book. The book is "REINFORCED CONCRETE DESIGN OF TALL BUILDINGS" by BUNGALE S. TARANATH page number: 444

Some one asked me abt dynamic analysis and when we need to perform dynamic analysis and what about seismic irregularities and how to base our design on that. I couldnt reply but right now there is power shut down in my office (im enjoying it). So thought to share the reply on sepakistan.com so its openly available for everyone. I took snap shopts from my mobile. This document is the seismic symmary from SK gosh. Then there r some pages abt irregularities from my fav book abt tall structures. I think these pics speak more than i know. So have a look at them.

Well I already got A grade in it but looking forward to hear from u

Dear followers, I am sharing with you my practice examples I did for Earthquake Engineering! HTH! If you find any mistake update me please! Eigen Modes Example Inelastic Response Spectrum Example EQ Examples_ws.zip

welcome Nadeem2288! whats ur linkedin profile link by the way?

See the attachment Checklist_ETABS.pdf

Hi I have uploaded a checklist for ETABS which i prepared a year ago! Thought to share! Will make it part of my next publication too! http://www.4shared.com/office/ITulouWj/Checklist_ETABS.html

Please guide me about calculating the rotational stiffness factor for soil. How we calculate this and what are the values used for this factor normally?

Guyz! I need to design a boundary wall 4m high for a blast loading which is 2m away from the wall. Please mention some reference to calculate the load and in your opinion how much will be the pressure on the boundary wall in this situation? this will act as a "SHIELD" wall to protect the housing inside the perimeter of the wall.

use the one which is in the attachment ... tributary area at 45 degrees just like in ACI i think in chapter 13... the one in the other picture giving load on short beam as Lx/3 where as if you do by 45 degree method you get Lx/4 so...there is a difference...I dont know from where you got that image of the loading method....may be from Reynolds book but boy it depends on support conditions and side conditions too....so use 45 degree method otherwise check in reynolds book for more cases..

what are "both the methods" there is only one method you are talking about!

tell me one thing! if the moments are okay then what is the problem in the reinforcement?

if the moments are okay then reinforcement should be okay too.....if its a high seismic zone ETABS automatically checks for detailing and reinforcing limits...check for this ..may be thats the issue...it is in the concrete design overwrites..choose the appropriate seismic design category! what do u mean etabs not mentioning where there is load transfer error....before running model goto anylysis menu and check model..tick on each option and it will report you the errors...just note down the area label names and then manually check on the particular floor where is that area with the same label name...if its difficult for example in a large plan then export points to excel and search for the label and see what are the connected points and then export the point coordinates and search in excel what is the x and y of that point....hope u got it!

hmm! well u have secondary beams supported at mid of the main girders....you will defo have positive moment at the point...PL/4 formula !... and also do check shear here...and torsion too if u havent released it! i didnt check ur model but just saw the snapshot...and yeah! check wich load combo is giving u this result..see whats in that particular combo..what loads? otherwise do a simple thing....solve a single beam..with point load at the mid..and other udl from slab! and check whats the positive moment on (1.4D+1.7L) use for example wl²/10 or 11...just a rough value to compare the moments or do it more precisely! and you have put those slabs as shell? and the meshing every 96 inches..that too much...may be its ur initial model...best if u put it as membrane...as its not a flat slab..and if you are using shell make sure u manually mesh around the columns which are coming inside the slab...otherwise that column not gonna pick up the load...you can mix the system i mean put shell and mesh manually around these columns and put membrane and dont mesh it at other areas...always manually check the load transferred to these special columns on gravity..atleast... Also, yar you have these load transfer errors Warning: Area load transfer, Check ROOF, A1. Total loss = 33.523867 Kip. For load case LIVE. Warning: Area load transfer, Check ROOF, A1. Total loss = 33.523867 Kip. For load case SDEAD. Warning: Area load transfer, Check 5TH FLOOR, A1. Total loss = 67.047743 Kip. For load case LIVE. Warning: Area load transfer, Check 4TH FLOOR, A1. Total loss = 67.047743 Kip. For load case LIVE. Warning: Area load transfer, Check GROUND, A1. Total loss = 67.047743 Kip. For load case LIVE. Warning: Area load transfer, Check LOWER GROUND, A1. Total loss = 67.047743 Kip. For load case LIVE. Warning: Area load transfer, Check BASEMENT 2, A1. Total loss = 67.047743 Kip. For load case LIVE. listen....if you get warning message when u click on run button...if u get this message never ignore..it..cz there is some area load transfer error...so stop running the model and fix it...how you gonna throw this load? in the sky? and you can solve this error by deleting that area and draw it again....otherwise edit that area and check ur points are properly connected...i am sure they are not....

See table 1 of ACI in first chapter..it depends upon the seismic category...