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 MintJulep 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: *

  • Users: aun
  • Order by date
  1. aun

    3D bracing modeling

    I'm designing a steel plate girder bridge. I don't have a problem with the main member except the bracing. I found in a textbook shown that each girder is splited to 3 beams (2 beams for top and bottom flange and the other is for web). This method allow me to model full depth bracing. My...
  2. aun

    Bolt splicing at a single span.

    thank you guys for the input.. from my understanding, I can splice anywhere I want and calculate in the same way even the splice loction is not near the dead load contrafluxure point. Thanks again.
  3. aun

    Bolt splicing at a single span.

    A steel bridge is a 150' simple span having a bolt splice location at 40' from its support. I know that a good place to splice is at or near the dead load contraflexure but it can't happen to this bridge. So why is a special consideration for this kind of splicing calculation??
  4. aun

    Slab pour sequence

    I have a 3 span horizonlly curve bridge designed by using MDX. I have to provide a slab pour sequence information ,so what is the methodology to do that? I totally have no idea. Thank you for your help
  5. aun

    Mill to bear and Tight fit??

    I know that using tight fit at top flange and mill to bear at the bottom flange connection. what is the diferrence between these two order in Bridges construction?? TIA....
  6. aun

    LFD & LRFD

    In AASHTO, Chapter 10 steel design, it has LFD,( Load Factor Design). My thought, LFD and LRFD are alike. Is it correct??
  7. aun

    LFD & LRFD

    Could anyone explain me the difference between these 2 methods??
  8. aun

    Point of Fixity in Drilled Shafts

    Usually when I design drilled shafts and columns, I always add the additional length, from top of dr.s to POF, to the columns. And then do the frame analysis to determine the max moment. That way both columns and dr.s will resist more moment. ( I ignore all soil spring stiffness) any comment...
  9. aun

    Modeling walls with Staad

    Deejay Could you explain more how to model it?? I know offset command but i have no idea how to apply it to the wall. TIA
  10. aun

    Modeling walls with Staad

    The wall has 2 different section, the lower one is 2' thick supporting the upper one which is 1' thick. The problem is that I try to have the wall face match each other so the lower wall will carry eccentric load from above. How would you model this wall, what command in Staad do you use ...
  11. aun

    STRuctual vs Architechture

    Sound like arch. is an engineer's boss.
  12. aun

    Invert tee bent

    Does anyone know how to design the diagonal reinforce rebars in invert tee bent?? I found the reference show how to desing ledge and hangar reinforcement only.
  13. aun

    Moment Connection

    I have a question regarding to a beam-girder connection. Assume a rc beam supported by a rc girder, should the end of beam be fix or pin support? and why?? I know that if the beam end is a fix support the moment will be less than the pin support but the girder have to consider torsinal moment...
  14. aun

    Long drilled shaft

    A drilled shaft is 80 ft long supporting an abutment (or a bent column).. Need to consider the slenderness effect?? is it correct if I assume the shaft is confined by surrounding soil??
  15. aun

    Maximum live load shear

    I read a book that shows how to place a wheel load over the concrete slab to create the max reaction at beam end and it comes up with the following equation, R = P(3-10/S) Where P is 16 kip, S = beam spacing and R = reaction at support. (this equation is achieved by AASHTO 3.23.1.2 and also...
  16. aun

    Calculating reactions for multiple column pier

    Qshake it is what I was told. " if a column bent is not so tall that the wind load produces a large moment at top, you can determine it as a continuous beam." It is clearly not a good calculation but it's time saving. ( much simpler than the frame analysis) Please comment Thank you.
  17. aun

    Calculating reactions for multiple column pier

    Qshake Yr post is very helpful. But I still have a few questions to ask. I have seen some examples using a uniform load, 0.64 kips(lane load ) with 6' width at right a top of capbeam instead of using a wheel line load. Also, the end of capbeam is not the constant depth,let say 3'-6&quot...
  18. aun

    P-delta and Pushover??

    Can anyone tell me what is the difference between P-delta and pushover design?
  19. aun

    Precast Prestressed U Beam bridge

    If there is a number of debond strands at end of girder, how are those strands developed the design stress at midspan??
  20. aun

    Precast Prestressed U Beam bridge

    DOT does not permit the use of drape strands in this U girder. Otherwise, it is mentioned to use debond.

Part and Inventory Search

Back
Top