Jump to content
  • Welcome to SEFP!


    Welcome to our community forums, full of great discussions about Structural Engineering. Please register to become a part of our thriving group or login if you are already registered.

Hussain Abid

Etabs load combos

Recommended Posts

Dear experienced fellows, a comprehensive material on load combos is required,entailing a complete philosophy of load combos DCON1,2,3,4 etc n UDCON 1,2,3 Etc.wat is difference between these n wat is correct procedure of using combos in Etabs ver 9?is it adding all default combos or are there separate combos for STATIC and DYNAMIC ANALYSIS? Wat is enveloping of combos n how it it done.wat is difference between service n ultimate design combos?does this mean strength design or allowable stress design combos? In books i hv read only basic load combos i.e LRFD(Strength design) and ASD thn how to make derived combos from that basic combo.In a nutshell wat steps shud we follow if we r designing a model using STATIC Analysis.thnx n regards

Edited by Abid Qasmi

Share this post

Link to post
Share on other sites

Have a look here;


You need to include all the relevant combinations as per ACI chapter 9 or ASCE chapter 2 (if you are following these standards).

For dynamic, combinations are same, except that you dont need to replicate MRSA combinations by +/-. See ETABS manual on MRSA combinations.

If you are using ETABS 2013 or higher, making load combinations is pretty easy. No need to define lateral load combinations for each direction. It automatically does that.

For static combos in ETABS, you can use this hack, goto design options and select ASD code for steel design. Then come back and add automatic load combinations for steel. Ofcourse you need to verify as per your requirements.

Share this post

Link to post
Share on other sites

THNX for reply sir it wud b convenient for me if u write down step by step procedure for adding load combos.can u plz write down step by step procedure for adding load combos,i also hv seen ur ETABS CHECKLIST but still im unable to understand.hope u understand my point.looking for ur expert comments.

Share this post

Link to post
Share on other sites

I would add the following points, to what Rana has said.

1. Software added Default load combinations for concrete design are denoted as DCON1, DCON2,..., etc. in ETABS. These combinations are initially non-editable. However, these can be made editable by selecting (putting a Tick or Cross in) the Last option ('Convert to User Combinations (Editable)'), simultaneous with selection of design type (Concrete Frame Design, Steel Frame Design etc) check boxes. In the later case, the design load combinations are named as UDCON1, UDCON2,.. etc, by the software, and these can be amended or edited by the user.

2. Before adding load combinations, it should be ensured that the design code selected under the relevant menu item, is the one that is actually to be used for the structure being modeled.

3. Step-by-step procedure for Defining some various types of loads (or Load Patterns) and adding Default load combinations for Concrete frame design in ETABS 2015 has been explained in the following video tutorial.


4. Other loads and load combinations may be added in a similar manner, after making the default load combinations editable, as explained in para-1above.


Share this post

Link to post
Share on other sites
On 10/23/2016 at 1:38 PM, Abid Qasmi said:

THNX for reply sir it wud b convenient for me if u write down step by step procedure for adding load combos.can u plz write down step by step procedure for adding load combos,i also hv seen ur ETABS CHECKLIST but still im unable to understand.hope u understand my point.looking for ur expert comments.

Abid, the link I have shared, explains the load combinations to be used in ETABS file where static seismic, temperature, fluid and hydrostatic pressure is present. It also contains edb file that contains all the load combinations already.

Share this post

Link to post
Share on other sites

Create an account or sign in to comment

You need to be a member in order to leave a comment

Create an account

Sign up for a new account in our community. It's easy!

Register a new account

Sign in

Already have an account? Sign in here.

Sign In Now

  • Our picks

    • I am suppose to design a pile foundation for a machine weighing approximately 50 tons and with an operational loading of 100 tons. 
      I ll appreciate your help in terms of guidance & provision of notes...  
      Thank you..
      • 36 replies
    • Material behavior can be idealized as consisting of an 'elastic' domain and a 'plastic' domain. For almost 200 years, structural design has been
      based on an elastic theory which assumes that structures display a linear response throughout their loading history, ignoring the post-yielding
      stage of behavior. Current design practice for reinforced concrete structures is a curious blend of elastic analysis to compute forces and moments, plasticity theory to proportion cross-sections for the moment and axial, load, and empirical mumbo-jumbo to proportion members for shear.


      From the book "Design of Concrete Structures with Stress Fields" by A. Muttoni,  J. Schwartz and  B.Thurliman.

      • 0 replies
    • 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.



      • 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. 




      • 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
      • 6 replies
  • Recently Browsing   0 members

    No registered users viewing this page.


Important Information

By using this site, you agree to our Terms of Use and Guidelines.