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  1. a_urbs

    New Basement Door too Close to Steel Beam Pocket

    Is that 6" from the edge of the door frame to the CL of the beam pocket/base plate or 6" to the edge of the pocket? I feel a sketch could help. You don't want to undermine the BP or disturb the zone of influence below the BP if you don't have to. Also, is the wall unreinforced or reinforced...
  2. a_urbs

    Thailand/Myanmar Earthquake: VIDEO Dramatic collapse of a high rise in Bankok

    See the link below. Granted, this is from one angle, so we don't know what is happening with the core at this time step. Could one under-reinforced/low-strength column be the fuse? Looking at the video, it seems like an immediate blowout, which is wild. What is also interesting to me is that...
  3. a_urbs

    Load combinations (Canadian National Building Code NBC 2020)

    Sentence 2 in 4.1.5.5 answers your question. Whatever produces the most critical loading, the roof live load or snow and rain. The idea is that the live-load due to people being on the roof is low in comparison to snow, especially in most parts of Canada. However, it's worth clarifying that...
  4. a_urbs

    Poolhouse Challenges

    This could be a silly question but why is the the load for NS +/- 500 lb for the shearwall by the fireplace?
  5. a_urbs

    Deep embedment of anchor for capacity

    Could you provide a sketch? Maybe another configuration could solve your problem. What's the required hold-down force?
  6. a_urbs

    Concrete Curb Foundation Alteration

    If the continuous bars are critical, call in a GPR or rebar scanning company to confirm that. If dowels connect the curb to SOG, you could count on some of that for uplift. If there are no dowels, you should probably check the sliding/shear interface as well, although I doubt it's controlling.
  7. a_urbs

    Concrete Curb Foundation Alteration

    How badly is this thing uplifting? Could you locally drill and epoxy some dowels at the columns that need them most? I feel like that addresses the root of the problem the most directly. This depends on the height of the curb, SOG thickness, budget, etc though.
  8. a_urbs

    How to implement hinge boundary condition in Opensees

    You could make 2 nodes at the same point, and define a zero-length element with stiff x and y properties and no rotational stiffness. I did something similar for a project with RBS connections, instead of 0 rotational stiffness, the rotational stiffness was based on the hysteretic behaviour of...
  9. a_urbs

    Interesting situation in Etabs dead load moment diagram

    Just because it complies with earthquake regulations does not mean it's the most efficient design, as I think Cliff is alluding to. I agree with Cliff, though. Is moment-frame action not a poor bang for your buck in terms of lateral performance? All your lateral resistance is concentrated at the...
  10. a_urbs

    House floor post on exterior foundation wall

    I just saw your other comment, if you have the drawings, try to redesign it yourself if you're so curious, see what you get.
  11. a_urbs

    House floor post on exterior foundation wall

    Ming, Asking the forum if this is "good" or "safe" is a bit asinine. How do you know it's not safe? Maybe this residential foundation wall is using 80 MPa concrete, I don't know. Is it nice to free up the floor plan by bearing on the foundation wall when possible? Sure, architects would love...
  12. a_urbs

    House floor post on exterior foundation wall

    If you're asking someone to comment on whether a design is safe based on the limited information you gave, I doubt you will find any takers. It holds no water without having access to the bigger picture. However, I find as a general trend, more steel is finding its way into homes, especially...
  13. a_urbs

    Reinforcing unreinforced column

    @TLHS: Just my thought was if you could partially unload the column, install the jacket nice and snug, then reload the column. I feel like you would get better load-sharing as now the additional load will engage the jacket as opposed to trying to tension it under the full loading to get full...
  14. a_urbs

    Reinforcing unreinforced column

    I don't think the jacket philosophy is a bad idea. The spalling occurs because there's no confinement at the top of the column. If you could somewhat shore the condenser bearing point (somehow) and take some load off the column, you could go for a post-tensioned collar approach. It's quite an...
  15. a_urbs

    Using Section Cuts in SAP for Storey Weight

    Hello, I am trying to use the section cut tool in SAP to determine weight forces for a given storey. I've been using the base reactions and a section cut just above the base to verify that the tool is working; however, I am not getting matching results. Does anyone have any ideas as to why...
  16. a_urbs

    Field welding vs bolting to existing steel structures

    Fair enough Cliff. Depending on the number of framed connections, channels could still be an option in addition to the bottom flange plate at those framed connections.
  17. a_urbs

    Technical drawing reviewing too time consuming?

    Shop drawings while some are boring (those 300+ page OWSJ packages are one), are also an essential phase/item of any project, as everyone here has mentioned. Also, sometimes it's nice to see other designs and details that you can learn and take inspiration from as well. I find what's helped me...

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