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  1. structech08

    Post-tensioned design of beam in SAFE

    Hello everyone, How could we design post-tensioned beam in SAFE? Can you the step by step procedure? Thanks, Structect 08
  2. structech08

    Spectral map acceleration for using ASCE 7 outside USA

    Hi all, How can we get the Ss and S1 when using the seismic provisions of ASCE 7 outside USA? Thanks structech
  3. structech08

    Reliabilty/Redundancy factor (rho) in ETABS 2015

    Hi all, How can we see the calculation of rho value in ETABS 2015? Thanks, Structech
  4. structech08

    Rho, reliability/redundancy factor

    Hello, Where can we find the computation of ETABS program for the rho value? We usually assumed the value of rho, but how could we verify our assumptions of rho in the ETABS program computation? Thank you, Structech 08
  5. structech08

    spectral map acceleration

    Dear All, For those living outside USA (do not have spectral map acceleration outside USA) who wants to adapt the earthqauke provisions of ASCE 7, how do we compute or convert the UBC 97 provisions to get the ASCE seimic parameters like Ss, S1, etc? Thank you for your kind attention. Structech08
  6. structech08

    Special Seismic Design Data

    Dear Guys, In ETABS, when do we use the "Special Seismic Design Data"? This will increase the load combination if we click this data. What are the advantages and disadvantages of using this data? Thanks, Structech08
  7. structech08

    Pinned Connection details for concrete

    Hello, For concrete structure, how do you detail a pin connection between the column and foundation? Is it right to detail a moment connection in your drawings even if we assumed a pin connection in our structural analysis for foundation support? What are the consequence if do nott follow our...
  8. structech08

    Axial Static vs Dynamic Test (PDA)

    Hello, Which is more reliable, Axial Static or PDA? What is the pros and cons of these tests? Thanks, Structech08
  9. structech08

    UBC 97 earthquake code

    Hello, The UBC 97 earthquake code is anticipated with stand magnitude M7.0+. Using the same UBC 97 code, how could we adjust the seismic parameters in the UBC to accomodate magnitude M8.9? Thanks, Structech08
  10. structech08

    Special Seismic Load Effect

    Hi All, In ETABS, from define menu, there is a Special Seismic Load Effect. When do we use or apply this Special Seismic Load Effect in our structural analysis? What is the importance of this command? Kindly eloborate your explanations. Thank you, structech 08
  11. structech08

    Stiffness modifier for beam, column, wall, slab

    Hello, What is the importance of stiffeness modifier for the beam, column, slab , wall etc to ETABS analysis and section design? What is the purpose of using the stiffness modifier? Why is it that I get more reinforcement when no stiffness modification is applied to the columns, beams, wall...
  12. structech08

    Shear Wall Results

    Hi ETABS USERs, 1.0 When we assign shear wall as pier or spandrel, then we let ETABS design the shear wall, in the output for the pier gives shear reinforcement, it gives shear value say 4022 sq mm, wall thickness is 600 mm, shall we divide the area by 2 (2011 sq mm, 16mm dia @ 100 o/c each...
  13. structech08

    How to use masonry wall material & shear diagram

    Dear ETABS USER, 1. How do we define concrete masonry unit (cmu) in ETABS? 2. What are the parameters to change in ETABS to use cmu instead of RC Wall? 3. Why is it that the shear diagram of uniformly distributed load in a beam has trapezoidal diagram instead of triangular? I use shell element...
  14. structech08

    Construction Seq. Load, Push Over Analysis, Performance Based Design

    Hello, Kindly demonstrate the procedure for the construction sequential load analysis, Push Over Analysis and Performance Based Design. What are the advantages and disadvantages of not complying with these trend? They said, floor slab are not constructed at one time so construction sequential...
  15. structech08

    design of beam in etabs

    Hello, Why is it that the beam bending moments in ETABS gives lesser value when compared to other engineering software? Beam steel rebars are much lesser if we allow the ETABS to design it. Thanks, structech08

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