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  1. Hanif08

    min embedment length for anchor rods?

    I agree with other posts that there is no minimum embedded length for anchor bolts in tension. Strength and embedded lengths are related because the strenth is the smaller of tensile strength of bolts or pull-out resistance. However for shear there is recommended 10d or 12d spacing...
  2. Hanif08

    Question about an x-brace detail

    Cap07 You are on the right track. Here are few suggestions: - Yes, resolve the force in horizontal and vertical components. These components will act on respective shear planes of the weld. The size of weld on these planes is a/sqrt(2), where 'a' is the effective throat thickness (ie) weld...
  3. Hanif08

    Pile cap reinforcing steel

    Oops I did not read your earlier post that pile cap is 6ft thick! If the pile spacing is also relatively small then I anticipate the plate to act like rigid body pushing on the piles with only serious consideration to punching shear. I don't think there will be bending as we know from beam theory.
  4. Hanif08

    Explaining wind and seismic to nonstructural engrs

    For a layman pictures are better than words. Try googling and chose something with pictures. Here is one suggestion for wind: http://umsis.miami.edu/~lpittack/cae614proj.html
  5. Hanif08

    Pile cap reinforcing steel

    Based on information you have provided, I think the designer has made some simplifications. I envision something like this: Total weight Q = 20000kips Diameter of vessel = 70' Base area A = 0,25*pi*D2 =3848ft2 Total uniform base pressure w = Q/A ~ 5200psf I understand the piles are arranged in...
  6. Hanif08

    Pile cap reinforcing steel

    Interesting situation. Can I ask how the piles are arranged? In groups or in rows? And their spacing? How is the load coming from superstructure?
  7. Hanif08

    Possibly a very silly question

    Hi, Adding a seat makes it semi-rigid and the connection will start to attract moment. I suppose this is not your intended purpose. You will then have to worry about tension in the studs (in addition to shear) of embedded plate. Because there is ample space below first set of clips, isn't is...
  8. Hanif08

    Light Gage Steel Sections

    Look in literature for 'cold formed steel design'.
  9. Hanif08

    Torsional Modes

    I don't know what you imply by 'expensive' means. Structural calamity can happen even if first mode is translational becuase there is a whole set of issues like strength of lateral resisting system, fatigue, detailing etc. In general though, yes torsion increases a structures vulnerability to...
  10. Hanif08

    Torsional Modes

    Hi, Here are couple of simple reasons why atleast your first mode should be a translational as opposed to torsional: - First/fundamental mode has lowest frequency and hence highest period. In a seismic event a structure will definitely experience it. - Higher modes have higher frequencies...
  11. Hanif08

    Concrete Software

    Designing individual members (beams and columns) can be done either by using any stand alone spreadsheet, software or analysis/design packages that supports desired concrete design code. A logical prerequsite is that you must have confidence in the reliability of design results; something you...
  12. Hanif08

    add steel base plate for new column to existing post-tensioned slab

    Hi, All I'm saying is that in real world one has to consider imperfections in the frame due to initial out of straightness of members and erection tolerances. All these cause secondary effects on the frame even if one thinks that everything (member & loading) is straight. On the other hand if...
  13. Hanif08

    Building Complex Models

    Hi, If you have the model in Tekla then it is possible to import the geometry in Staad.Pro. I doubt it is possible with other FEM programs and definitely not with Abaqus. I used Patran long time ago in my studies to generate geometry of FEM models. It wasn't so pleasant. However I do not know...
  14. Hanif08

    add steel base plate for new column to existing post-tensioned slab

    Hi, It is extremely dangerous to make connections with one bolt in the middle. It is already a mechnism and with slightest of imperfection or external lateral load , the structure will fall like a deck of cards. In real world we are not making structures like we see or draw on a computer -...
  15. Hanif08

    Welded Moment Connection End Plate Design

    Hi, I agree with 'waytsh' that after welding the end plate all around, there will be no bending in plate as the welds alone will take all the forces. This type of fixing will result in the following: - The T/C couple due to moment will be in the flanges of connecting member. - Welding will...
  16. Hanif08

    Baseplate design when column is under net tension

    Hi, It can be easily calculated by hand, and here are some tips: Bolts design Tension capacity which is lesser of tensile strength of bolt and/or concrete pull out load ( given by supplier of bolts) Note: As pointed out by others, because of T-Stub action there will be prying force in the...
  17. Hanif08

    add steel base plate for new column to existing post-tensioned slab

    Hi, You should be able to obtain the location and profile of the post-tensioned tendons from structural drawings of existing slab. If you cannot then below is some typical info of such slabs: -For cast in situ, PT-slab of a parking structure will be a beam-supported slab that is post-tensioned...

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