Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations TugboatEng on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Search results for query: *

  1. saadpervez1

    Mode Shape in Etabs

    Can you share a screenshot?
  2. saadpervez1

    ETABS Dynamic Analysis Mode 1 translation, Mode 2 Rotation, Mode 3 Translation

    The mode with the longest period will be listed first by ETABS, if your structure is flexible in torsion, that mode will be listed first. As Roy88 said, check your core.
  3. saadpervez1

    Importing .e2k Files Without New Model

    It's not possible, however you can edit the .e2k file, copy the required data from you default model's .e2k file and replace the relevant sections in your new .e2k file.
  4. saadpervez1

    Mode Shape in Etabs

    Which unit are you talking about, there is only an absolute value, it doesn't change whatever unit you have. The only unit that is there for mode shapes is the unit for time period.
  5. saadpervez1

    Recommended Precast Design Book

    PCI Design Handbook is available in soft copy form on Scribd if you have the subscription.
  6. saadpervez1

    Add slabs on ETABS

    ETABS uses Finite Element Analysis for calculations, this means that the slab needs to be meshed into smaller parts to get better results, finer the mesh, better the results. CSI recommends that Mesh size should be decreased through a series of analysis iterations until two subsequent sets of...
  7. saadpervez1

    Problem getting reinforcement output as pier.

    ETABS does not calculate non-rectangular piers. Spandrel design is along a particular plane so there will be no problem in that. You need to mesh that area and keep the triangular part separate.
  8. saadpervez1

    How to model a continuous beam being simply supported on columns

    Add a release at the top of the column if the column is not connected to another beam or add a moment release to the beam at that end. Hope this helps.
  9. saadpervez1

    Vertical Acceleration During Dynamic Analysis

    Hi all, When are we supposed to use vertical acceleration during say Response Spectrum Analysis? UBC-97 has an amplification factor of 0.5CaI that needs to be added to the dead load factor during LRFD. When using ETABS, I am confused whether we need to apply this factor if we are scaling our...
  10. saadpervez1

    Professional Development

    @Edu09 That's a great share! Thank you for this. @dathsoilsguy2 I am not in the oil industry, and to be honest oil industry in the Middle East is in free fall right now, so that's a no go area. There are examples of people taking the PE license from here but it takes a long time, I think 10...
  11. saadpervez1

    Professional Development

    Got very encouraging responses from you guys, I'm in my mid twenties so I believe I have time on my side, but still I'll be registering for the graduate membership of IStructE soon. Thank you all :).
  12. saadpervez1

    Professional Development

    To all those asking, I'm working as a Junior Structural Engineer in the Middle East right now and plan to continue here, PE exam, chartership, LEED BD+C certification are a few things that I have in mind, I've heard PE and PMP are difficult to obtain without a specific number of years of...
  13. saadpervez1

    Professional Development

    Hello everyone, Can anyone guide me regarding some useful certifications for structural engineers at the start of their career? Thanks in advance.
  14. saadpervez1

    Propless or shoreless whole building precast construction

    Dear aungthu13490, I agree that negative moment rft is placed in the topping but that is for beams only where you provide stirrups to achieve a homogeneity with the precast section and the cast in place topping. In case of HCS, that homogeneity is not possible because there is no way you can...
  15. saadpervez1

    Propless or shoreless whole building precast construction

    Dear aungthu13490, Continuous span design is possible, the top of the hollowcore slab is hacked and chipped at the support for the required length, the reinforcement is placed and pouring is done. However that process is labor intensive and time consuming completely offsetting the benefits of...
  16. saadpervez1

    Propless or shoreless whole building precast construction

    Hollowcore slabs are basically simply supported beams supported on the Ledge only by bearing. Hence the design span is limited to its length only. The cast-in-place topping acts as a diaphragm and minimum reinforcement is provided.
  17. saadpervez1

    I am trying to find this formula in the ACI 318-14 code: Phi Mn=phi*rho*fy*(b*d^2)*(1-rho*fy/1.7f'c)

    This formula is derived from Mn = As*fy*(d-a/2) Where As = p*b*d and a = As*fy/(0.85*f'c*b)
  18. saadpervez1

    Spreadsheet for Appendix D | Annex D

    I have a spreadsheet that was shared with me by a senior, don't know if its free or not. I can email it to you if you want.
  19. saadpervez1

    Flexicore 1971 - Hollow Core Slabs

    If you have all the section details of the hollowcore slabs you can analyse it according to today's standards, there are softwares available for that.
  20. saadpervez1

    End Length Offsets vs Insertion Points

    Hi all, has anyone got a reasonable explanation of the difference between the frame end length offsets and insertions points in ETABS? I have to model a simply supported beam resting on a corbel at the column face, this eccentricity will generate an additional moment on the column centroid...

Part and Inventory Search

Back
Top