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  • Users: iponom
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  1. iponom

    Steel Angle Connection at Shear Wall

    I am designing connections for steel "W" shape pieces to concrete shear wall. Most of the connections are shear only and have no moments or axial forces. 1. The EOR requested that we also take the moment at the steel/concrete interface due to that shear loading. If the geometry is such as...
  2. iponom

    Skewed Beam Moment Connection

    ok perfect. thank you BAretired. you answered my questions completely and very precisely. finally.
  3. iponom

    Skewed Beam Moment Connection

    I agree about the top of the column (top flanges). Is there is no torsion resulting from the bottom flanges framing into the column flanges, and how so if they are welded?
  4. iponom

    Skewed Beam Moment Connection

    BAretired, I disagree about the 24", the torsional effect I am try to describe would result from the forces on bottom flanges of the beams framing into the column and would act over the length of the column. So the top of the column is free (cap plate), the bottom is pinned/fixed, and the...
  5. iponom

    Skewed Beam Moment Connection

    BAretired, Thank you for a helpful tip - I thought about boxing the column but I think that its too much work for the shop... and we just got a word from EOR not to worry about torsion. So far I am the only one who is worried about it - and I think mostly because I really want to justify it to...
  6. iponom

    Skewed Beam Moment Connection

    hokie66, the column will be fine because there is a very small gravity component to that moment.. so in the end the resulting moment about the weak axis is much smaller than the Moment capacity. I still need to understand why there is no torsion and I will work on that... And all really...
  7. iponom

    Skewed Beam Moment Connection

    I am a beginning structural engineer - and I love connection design - and I have designed many before. I think connection design is more fascinating than structural design as a whole. However the structural drawings rarely provide the insight the design engineer has about the structure. It takes...
  8. iponom

    Skewed Beam Moment Connection

    thank you nutte, you understand my struggles like no other! :)
  9. iponom

    Skewed Beam Moment Connection

    yeah ok, hmm. thanks. i'll just figure it out on my own... i knew this would be a waste of time... damn...
  10. iponom

    Skewed Beam Moment Connection

    ok, First of all, I have no say in the orientation and arrangement of structural components. However I think that there is torsion present. Here is my explanation: 1. At the top, a single plate is bolted to the beams' flanges and welded at the column web. F = (Forcex^2+Forcey^2)^0.5 = 133...
  11. iponom

    Skewed Beam Moment Connection

    hookie66, Let me show you what I am thinking of later on today so you understand if I have correct thoughts on this problem in general.
  12. iponom

    Skewed Beam Moment Connection

    hokie66, I believe I might have forgot to mention that this condition is at the top of the column. Axial loads in the column are not our concern. If we create a moment in the column then we need to figure out how to get rid of it - and that is the fundamental problem here... Not sure if I...
  13. iponom

    Skewed Beam Moment Connection

    InDepth, 1. Not seismic. Perhaps there are very small seismic forces but not significant enough to make it seismic. 2. Concrete diaphragm on the acute side of where the beams meet the column. 3. no axial drag forces - I resolved the moment into concentrated forces resolved into beam flanges...
  14. iponom

    Skewed Beam Moment Connection

    Hi to all! I made a search for this topic and could find very little relevant examples/information. I have a condition where two beams are framing into column flanges. The beams are skewed and carry both gravity and lateral moments. See attached (with flange plates drawn). The shear loading...
  15. iponom

    shear tab with axial load

    Can anyone tell me if it is necessary to use Extended Shear plate tmax configuration guidelines (from AISC 13th) at bracing connections (w. axial)?
  16. iponom

    Stiffeners on Railroad Bridge Girders

    I'll make some photos during lunch today...
  17. iponom

    Stiffeners on Railroad Bridge Girders

    :) why? its all rusty and stuff... not an interesting bridge at all...
  18. iponom

    Moment connections between beams of different depths

    shear plate - shear connection. fillet weld (at beams) and field bolt (at W10 flange) the angles. bolt the top moment plate. is that possible to erect that kind of configuration? eww...
  19. iponom

    Stiffeners on Railroad Bridge Girders

    So I live near a railroad bridge. The other day I noticed how one of steel girder's stiffeners were bent at the tops and I was wondering if someone could reassure me why that is not a big deal... kind of like that ---------------------- --------------------------- | | \...
  20. iponom

    Moment connections between beams of different depths

    I would definitely go with the bolted flange plates at beam tops. I don't necessarily feel comfortable with the connectegr's plates almost halfway through the W14.. But like the overall idea. Maybe an angle bolted at the W10 bottom flange and welded to W14? what do you think connectegr?

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