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  1. milkshakelake

    10 years' experience mech designer. What is next?

    Make a website showcasing your work and include it in your email/cover letter/resume. In my opinion, when I'm hiring someone, seeing a website or portfolio is much more impressive than just a resume. I don't know about other countries. But for USA, you need a bachelors or masters degree for the...
  2. milkshakelake

    Typical Details

    My setup is similar to dik's, with some differences. I'm not using a fancy Revit type setup that automates these things. 1. I have a bunch of typical details that can be applied to any project of a category without modification. For example, for a cold-formed steel building, there are sections...
  3. milkshakelake

    New foundation encroaching on existing

    Just for clarification, why do pile caps have soft material under and adjacent to them? Is it due to drawdown of piles, or because piles are used when there is soft soil?
  4. milkshakelake

    New foundation encroaching on existing

    Maybe cut/rework your new foundation to miss the column, and design for an eccentric footing. Not all foundations are nice, beautiful concentric footings. You also might have to get creative and build a kind of moment frame to get above the existing pile cap, or span over it and deal with some...
  5. milkshakelake

    good reference for alterations of existing reinf. CMU walls?

    I don't have references for how to do this. I've looked myself. I came up with my own details which is similar to what @Greenalleycat mentioned, which is a double channel sandwich. You can also put the double channel as a jamb. This method removes the need for needle beams, so it's a plus for...
  6. milkshakelake

    Bearing pressure for rectangular footing double eccentricity

    The formulas are in the attachment you provided. q = Q/A times some things. I use those instead of a graph because it's easy to put into a spreadsheet. I rarely use purely eccentric footings. It's hard to get it to work because the kern is so small. I use grade beams to neutralize the...
  7. milkshakelake

    Is adding a bond beam into an existing CMU wall fesible?

    I'm not sure what you mean by spanning between verticals. But yes, tension would also be present in a bond beam connection and would need to be addressed somehow. It should be relatively easy to handle. I mean don't just put a ledger and sit joists on top of it without a decent tension...
  8. milkshakelake

    Odd Wood Connection

    You can hang down two unistruts and put a theaded bolt or another unistrut to bridge the gap. Or just use wood 2x4 for all of this, with lag screws. Use plate washer on your hanging threaded rod; even though 300 lb isn't much, I'd rather have a bit more bearing. I'd design the lag screws for...
  9. milkshakelake

    Is adding a bond beam into an existing CMU wall fesible?

    Sorry just saw the comment about the ledger. This can work but you have to consider the eccentric moment going into the wall, as well as local tension to prevent "pullout" of the joist.
  10. milkshakelake

    Is adding a bond beam into an existing CMU wall fesible?

    If it's a wall with a parapet, I think it's cheaper to remove the parapet and install bond beam. If you don't want to do that, I'd look into alternative methods of supporting new trusses, like an interior structural backup wall.
  11. milkshakelake

    Foundation Wall for Building on Fill

    I politely disagree. It should be fairly simple to specify something like a 6" slab on grade with #4@12" each way, relying on the friction on the soil and rebar as drag elements (as long as they are properly designed for the force and properly spliced). Use lower friction coefficient for vapor...
  12. milkshakelake

    Foundation Wall for Building on Fill

    Wouldn't restraint at the top reduce the sliding and overturning forces by throwing some of it into the soil? Similar to using geotextiles or tiebacks.
  13. milkshakelake

    Windloads for a building in a building

    Agreed with Lo. For a building within a standard building (nothing fancy or unusually open), we just use 5 psf wind load or basic integrity lateral loading, which might be 2% or something else in your code. I wouldn't cancel out the 5 psf on both sides like OP suggested because that's probably...
  14. milkshakelake

    Windloads for a building in a building

    How open is the outer structure? Is it generally a normal enclosed building or is it something open like a parking garage?
  15. milkshakelake

    Residential Load Bearing Wall Removal (A basic task & possibly an ignorant question.)

    I think everyone got it covered. One tiny consideration is lateral bracing of your new columns. I don't like to rely purely on the diaphragm. If you're using wood columns, I think some bridging would do the trick. It's a bit more tricky with steel columns. First of all, do you even have to...
  16. milkshakelake

    Stacked Stone/Rubble Foundation

    I haven't had any issues with these types of walls when it comes to remove/replace kind of things. They're very common in 1900's to 1940's buildings in my area. We just repoint with...whatever the contractor throws at it. General repointing is accepted by the building department here. I specify...
  17. milkshakelake

    Stepped excavation - forces on soldier pile

    Thank you for the idea. In my calculations, the soldier pile size and embedment is not too high, so it's not necessary at the moment. Your idea would add some steel. But I'll use it if the design gets rejected by the plan reviewer.
  18. milkshakelake

    Steel Cranked Beam End Supports

    I'm not sure the bottom reaction point would be a roller. Aren't your ceiling joists restraining the thrust? I would personally model it as a pin. The horizontal reaction (i.e. "shear" in the vertical part of the cranked beam) would add to the thrust. Therefore, I would reinforce the connection...
  19. milkshakelake

    Stepped excavation - forces on soldier pile

    As I got further along the calculations, I decided to add some soil to cover that embedment a bit more, possibly at 1:1 slope, to engage more passive pressure. Or I can leave more soil at the flat end and increase soldier pile embedment. Alternatively, I can use a second lower raker. So there...
  20. milkshakelake

    Stepped excavation - forces on soldier pile

    I have a stepped excavation where I'm using a raker on an existing wall. About 3' inboard, I'll have a soldier pile to do the next step of the excavation. I'm wondering how to do the forces on the lower step. Is my concept correct? I'm basically using the resultant at the bottom of the...

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