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  • Users: KootK
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  1. KootK

    Design of HSS - Include moment from connection offset

    Nope. I'm just not entirely clear on whether or not it is that kind of clip angle connection that @EngDM is alluding to. It probably is but, given that he sees the connection as having rotational restraint value, it's conceivable that he may be referencing a topside connection. I just don't...
  2. KootK

    Design of HSS - Include moment from connection offset

    Maybe. I'd want to get a look at the detail before committing. Often, I deliberately avoid extraneous plank connections to make the connection behavior more predictable. The accidental rotational restraint of plank ends is generally not your friend, both in terms of local plank cracking and...
  3. KootK

    top plate on steel beam

    I agree, at least in principle. If one's detailing always involves staggered bolts (one per net section) and consistently sized bolts (1/2" or whatever), it's a simple thing to workout how narrow a beam flange would have to be before you would be in any danger of a net section (Fu) problem...
  4. KootK

    Design of HSS - Include moment from connection offset

    This has the potential to be a massive can-o-worms. Briefly: 1) This has been discussed ad nausea here. @human909 has been very active on this stuff, as have I. If you search for his handle + mine + eccentricity, I've no doubt that you'll turn up a dizzying amount of pedantic info. 2) Sure...
  5. KootK

    Stepping Down a Foundation

    My experience echo's Tomfh's. My local geology is all swelling clays and deep frost depths though which, surely, doesn't help matters. We dowel our sidewalks into our basement walls downtown for the same reason which surprised me when I first saw it.
  6. KootK

    Stepping Down a Foundation

    How would one solve this with grading? Extend the subgrade buildup beyond the building footprint?
  7. KootK

    Stepping Down a Foundation

    I feel that it wouldn't but this is a new thing for me. My expectation would be that the soil slope down from the SOG would be chosen specifically to eliminate lateral earth pressure on the inside of the blob. I'm not entirely sure if that's a reasonable expectation or not. Some amount of...
  8. KootK

    top plate on steel beam

    I certainly agree but, at the same time, I feel that there winds up being a lot of things about this situation that invite cracking in supported finishes. Recently, I've taken to telling the owner that there is some risk of finish cracking on anything we touch that might be supporting existing...
  9. KootK

    Stepping Down a Foundation

    That's where my head goes right out of the gate. I feel that would be a pretty natural solution in many markets. To be clear, this means that, where the turn down would be large, the grading under the SOG will be built up in the interior, right? A tall turndown unsettles me a bit, as it does...
  10. KootK

    top plate on steel beam

    This is surely pretty minor but, where space allows, I've had contractors want to nail a second plate to the bolted lower plate so that there is less potential for bolt interference with the existing framing that the beam gets placed up against.
  11. KootK

    RFEM - the effective length is not defined

    I'm sorry to hear that. It's hard to know where the persuasion / bullying threshold is sometimes, especially when attempting to make use of humor. Given that all I'm asking for here is for Pretty Girl to consider a name change, I don't feel that a very high percentage is required. I would...
  12. KootK

    RFEM - the effective length is not defined

    It would not be surprising to anyone with even a cursory understanding of the computational method that underlies the software. Given the tool that you are using and the problem that you are analyzing, it is highly probable that method is the Direct Stiffness Method executed under the...
  13. KootK

    RFEM - the effective length is not defined

    Well, yeah. I intended possibility [C] to be a catchall bucket for any improbable thing that might serve as an alternate explanation. Obviously: 1) I didn't really expect [C] to be the case and; 2) I'm not going to bother attempting to list the zillions of other low probability explanations...
  14. KootK

    Single Span Bridge Seismic Requirement per CHBDC

    That sounds entirely reasonable to me.
  15. KootK

    Out-of-Plane Blockwork Equation - 'd' clarification

    Is the equation that you are using intended for general shear or shear friction? Often shear friction is used for the starter condition.
  16. KootK

    tapered Column design

    Can you tell us more about that metal cover? Is the extra width ad the top of the column just a metal, architectural wrap or something?
  17. KootK

    Out-of-Plane Blockwork Equation - 'd' clarification

    You instincts are good here. What portion of the cross section you are relying on for shear depends on the direction of the shear. Some codes, in some materials, will provide a lower limit on shear capacity where the shear depth gets a lot small than the overall depth. This is your 0.72h...
  18. KootK

    RFEM - the effective length is not defined

    @milkshakelake: my volley. So what I'm hearing is that your are in favor of enforcing no standards / social norms here whatsoever. No minimum standards of behavior. No minimum standard of competency. No minimum expectation of reasonable growth in competency. You know, because you never...
  19. KootK

    drift for special concrete shear walls

    I agree. The drift requirement that you reference is a ULS requirement after all. As such, if one is to include the contribution of the columns in that, I feel that it would then be prudent to also: 1) Ensure that the columns are strong and ductile enough to survive the level of drift that...
  20. KootK

    drift for special concrete shear walls

    Dual systems require beams. The economics of residential towers in North America strongly encourage one to utilize beamless, flat plate slab systems in order to optimize formwork economy.

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