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    • Dear Fellow Researchers, Academicians, and research students,

       

      NED University of Engineering & Technology in collaboration with Institution of Engineers Pakistan (IEP) is organizing 9th International Civil Engineering Conference (ICEC 2017) on December 22-23, 2017 at Karachi, Pakistan.

       The congress details are available at its website www.neduet.edu.pk/icec

       Also attached is congress flyer for information and dissemination among your peers.

       Abstracts submission deadline has been extended till October 31, 2017.

      Please click on the link to see the full description.
      • 0 replies
    • AoA all,

      Is it mandatory to do column concreting upto the soffit of the beam in a single pour ?

      What code says about the construction/cold joint location in column ?

      Majority of the contractors are pouring the column concrete upto the soffit of the beam (full height of the column), some contractors leave the column height about 9" to 12" below the beam level and then fill this 9" to 12" column height with the beams & slab concreting. On one site column concreting was stopped at the mid height and the remaining half was filled on the next day.

      Thanks

       

       
      • 5 replies
    • AOA 

      i am facing problems in shear wall design .what are the pier and spandral ?what will be the difference when we assign pier or spandral? without assigning these the shear wall design is incomplete .

      i am taking about etabsv16

      someone have document about shear wall design plz provide it 

      thank you

       
      • 9 replies
    • Salam Members,

      Congratulations to Engineers, PEC has become full signatory of Washington Accord, what are the benefits to Pakistani engineers for this agreement. 

       

      Regards   

       

       
      • 3 replies
    • Please clarify the following confusions one by one:-

       

      1. If we run P-delta analysis in ETABS, then should we ignore stiffness property modifiers for beams and columns? I have heard that if we perform P-delta analysis and apply stiffness modifiers at the same time then the moment magnification process is doubled...?

       

      2. ETABS considers selenderness of a column by applying moment magnification factors. If we run P-delta analysis also, does it mean that the selenderness of column is being over-estimated? I mean once the moments are magnified in P-delta analysis process and again through moment magnification process?

       

      Please help me understand the software myth and clarify above confusions.
      • 1 reply
    • Assalam o alaikum.
      According to ACI 12.5.2,
      development length for fc' = 3000, fy=60000, for normal weight concrete and epoxy less reinforcement, The required development length comes out to be
      for #3 = 8.2 inch
      for #4 = 10.95 inch
      for #6 = 16.42 inch
      for #8 = 21.9 inch
       
      And if in my case, ACI 12.5.3 is not fulfilled, it means now i have to provide ldh as mentioned above. ldh is STRAIGHT EMBEDMENT LENGTH + RADIUS OF BEND + ONE BAR DIAMETER as shown in figure attached. Now my question is, if in my case, main reinforcement of beam is of #6 and #4, minimum column size required will be 18 inch and 12 inch respectively. Lets say by any means, i can not select #4, #3 bars and size of column where bars are to be terminated is 12 inch, how to fullfil this development length???
      • 11 replies
    • Dear all,

      I am trying to design shearwalls through ETABS with temperature load applied over shell. At various location, spandral section fails in Shear due to temperature and piers (sometime in shear, mostly in flexure).  (See Attached Image)

      Certainly all the problem in Shearwalls are due to temperature. I don't want to increase cross section of spandral or pier at some location just due to temperature load case as it will appears non-uniform with rest of the wall. 

      I have seen stiffness modifier affect distribution of forces and also rigid/semi rigid daiphragm assumption. 

       

      Can anybody guide how to properly design the shear wall with temperature load applied in ETABS or share any similar experience. Thanks in Advance.    
      • 15 replies
    • 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 .
      BUT AFTER DEVISION SAY 7*7 ELEMNTS FOR EVERY BIG ELEMENT AND MAKING ETABS CHECH..................THEN 500 ERROR MESSAGE THAT ALL ELEMNTS ARE CLOSE TO EACH OTHER.  WHAT ARE GOING...... SOMEONE TELL ME PLEASE...... I WILL LOST MY WORK
      • 6 replies
    • Assalam o alaikum.
      I have just designed a frame structure with SMRF. The out put of shear seams weird to me. Column reports design shear Av/s as 0.045. (Images are attached). but when i right click the member, it must show me the most critical case HIGHLIGHTED AUTOMATICALLY. But it highlights load combo 38 (auto-generated combos have been used) which reports Av/s as 0.038. And 0.045 value is at combo 32. Is their any logic behind it?? More over how to interpret this Av/s?? means 0.045 in kip-in units means what? How can i convert this into spacing?? 
      • 9 replies
    • Hello everyone, I hope all of you will be fine. In etabs when we apply Response Spectrum loading on a multistoried building with 2 basement floors. At what floor level this loading will be applied as in equivalent static seismic analysis, we can apply EQX & EQY on any floor we like as this option is available in etabs but the problem is with response spectrum and time history analysis. please if someone knows and have the experince, share it i shall be very thankful.  
      • 5 replies
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    • By UmarMakhzumi
      The following excerpts are from B F Goodrich v Wohlgemoth case in which a young engineer named Donald Wohlgemuth who walked over from B. F. Goodrich to a competitor, International Latex, and then discovered, to his shock, that Goodrich objected. Brooks(Author of the book from which this text is copied) traces the story of how Goodrich dragged the young man into court to stop him sharing secrets of the space suit they were designing for Mercury astronauts. You will like it if you are related to Law or Engineering. Here is the case:
      Donald Wolhgemoth worked his entire career in the ‘pressure space suit department’ at B F Goodrich and had risen through the ranks to be manager of this highly specialized department in charge of all research and development regarding space suits. In 1964, Wohlgemuth announced his resignation to go to work for International Latex Corporation in their space suit department, which was 14 years behind B F Goodrich in the development of this specialised technology.
      B F Goodrich sued Wohlgemuth to protect its trade secrets. There was no evidence of actual misappropriation of any trade secrets although Wohlgemuth was reported to have said to fellow
      employees that ‘loyalty and ethics had their price; insofar as he was concerned, International Latex was paying that price.’Based on this record, the court had no reservation granting injunctive relief to prevent the threatened misappropriation of trade secrets.
      The court decreed ‘We have no doubt that an injunction may issue in a court of equity to prevent a future wrong although no right has yet been violated.’ Further, the court stated, ‘unless a restraining order is entered, Goodrich may suffer irreparable injury.’
      The scenario now is that an employer seeking injunctive protection for his trade secrets prior to their disclosure has to allege that either the ex-employee actually intends to do so or that the type of work is such that he is subconsciously doing so.
      The situationis such that the threat of misappropriation of trade secrets can be enjoined without regard to proof of actual misappropriation or the intent of the former employee. This is called the doctrine of 'inevitable disclosure'.
      However, the judgement passed allowed Wohlgemuth to work for Latex in the Space Suit Department as long as he keeps trade secrets to himself. The reason I am posting this is one, that it is quite relevent to what we engineers do day to day and two, that the following arguments that were presented by the defense, which I really enjoyed.
      “Usually it is not until there is evidence that the employee [who has changed jobs] has not lived up to his contract, expressed or implied, to maintain secrecy, that the former employer can take action. In the law of torts there is the maxim: Every dog has one free bite. A dog cannot be presumed to be vicious until he has proved that he is by biting someone. As with a dog, the former employer may have to wait for a former employee to commit some overt act before he can act.”
      Thanks.
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  • Latest Forum and Club Posts

    • 1. To check soil pressure in SAFE v8, - After running the analysis, go to Diplay menu, - Select 'Show Reaction Forces...', - Select 'Soil Pressures', - Select the Load case or combination, - Click on OK. 2. Minimum & maximum pressures are the Actual range of calculated pressures anywhere on the given foundation. 3. The limit of pressure us the Allowable Soil Bearing Pressure provided by a geotechnical engineer, after carrying out necesary field & laboratory tests on the at the project site or the soil samples taken from the site. Regards.  
    • How to check the soil pressures in SAFE? What is difference between min and max pressures? and what is allowable limit?
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    • Good article.. The best part is that it is in urdu.. I am trying to get a language pack for forum too that can allow urdu posts but no luck so far. Thanks for sharing.
    • The file referred in the link is Chapter 4 of 2002 version (ASCE 7-02) of 'Minimum Design Loads for Buildings and Other Structures', dealing with Live Loads. Reduction of Live Load is permitted, as per procedure & limitations described in Section 4.8 of this chapter.  This information is also available in later versions of ASCE 7. In case of ASCE 7-05, it is provided in Section 4.8, whereas in ASCE 7-10, you may find it in Section 4.7 of the standard. Regards.
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    • Very informative & impressive article, on a very very important topic of earthquake awareness, both technically as well as for the general knowledge of common people. And, that too in Urdu language for easy understanding of even non-technical people. Fully appreciated. Except a mistake (most probably typographic) of indicating Quetta in Zone 3 (Instead of Zone 4), the article is really superb, both from technical information as well from clarity points of view. Hopefully, it would help the readers understand how the earthquakes initiate, what are their negative effects & why their homes should be earthquake resistant.  Regards.
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    • Dear Tufail, Please read the forum rules regarding copyrighted material. We at SEFP do not recommend, promote or give away copyrighted material. Thanks.
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