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  1. Materofact

    special vs ordinary cantilevered column continued, still clear as mud

    this issue hasnt gone away for me... did i miss something? the classic square tube steel column 2 legged carport problem, and im tasked with anchorage design on an existing sonotube concrete pillar.. you know the drill 2.5 overstrength will blow things out and using 1.25 ordinary vs 2.5...
  2. Materofact

    Storage Container Conceptual Issue - uplift

    Coastal California, Seismic Zone D / E weight of the unit alone can be determined to counter the lateral loads for wind and seismic. but the isolated uplift load presents a problem. rather silly IMO. are we supposed to apply .2sds to an entire house and pretend in actuality that if there...
  3. Materofact

    Storage Container Conceptual Issue - uplift

    Building depts require steel storage containers be held down to the ground. We can make overturning and sliding work with just the weight of the unit itself. However, the vertical seismic that is reuqired (the ASCE v=0.2SDS x W) is where things get silly. Lets just say that 600 pounds per...
  4. Materofact

    goold OL REBAR lap! thread507-373610 well then! ok...

    thread507-373610 well then! ok... what the hail is going on here? correct? https://structuralcalc.com/rebar-development-length-calculator-to-aci-318-us/ 36" overlap required? #5bars, 3000 psihttps://files.engineering.com/getfile.aspx?folder=ef40aa95-bdf9-43fb-a1fb-9d999c479a30&file=Capture.JPG
  5. Materofact

    thread507-401855 THE HORROR

    thread507-401855 THE HORROR https://files.engineering.com/getfile.aspx?folder=5a68b584-a2d6-4930-8903-9e567c83d9cf&file=RETAA.JPG
  6. Materofact

    contractor wants to use 8" block an

  7. Materofact

    contractor wants to use 8" block an

    contractor wants to use 8" block and no bigger than #5 bars. as opposed to pilastering,butressing, etc..., I cant figure what would be wrong with bundling (2) #5 bars for the verticals, or (2),then (1) every other course staggered? thoughts? ready set go... (edit- for clarity at...
  8. Materofact

    horizontally discontinuous studded wood frame walls.

    i’m trying to explain to junior engineers why you can’t have a tall interior stud wall (like 24’) with the stud walls broken with a horizontal member midway i tell them that it’s a joint and out of plane loads (earthquake) loads will blow it out and it not proper construction to be done. but...
  9. Materofact

    overstrength and rebar IN the footing itself bolt attachment load vs rebar footing design

    for metal buildings for instance, it is common to use the overstrength factor to avoid ductility requirements, etc in the ACI. overstrength is applied in order to design the bolt size and depth (also, there is a common design method to "ignore concrete breakout in tension and/or shear" by...
  10. Materofact

    COMPRESSION SIDE BRACING Steel Beam

    i drew a pretty pic and everything. but crickets.....
  11. Materofact

    COMPRESSION SIDE BRACING Steel Beam

  12. Materofact

    COMPRESSION SIDE BRACING Steel Beam

    40 foot steel beam 2 supports at 28 feet,6 foot cantilevers, outer beam for a 6 foot deck/walkway support. Question: simple construction of wood joist to wood plate bolted to beam count for fully braced compression side? (also compression side switches on the cantilever). Let the madness...
  13. Materofact

    retaining wall design get your development embed of the vertical into your key, not your footing?

    Kootk said : The error in that logic is failing to recognize the difference between rebar development and rebar anchorage. Development is a component of anchorage in most cases but, on its own, does not guarantee that the bars will not pull out of the concrete. And, even if it did, that's...
  14. Materofact

    retaining wall design get your development embed of the vertical into your key, not your footing?

    appreciate the responses....the footing would have #5@12" EW @ btm of the footing the entire length. lets put it to bed, but as my last word in.. the development into the key might as well be an actual plate welded onto the bottom of the rebar and extended to udnerneath the footing, why isnt...
  15. Materofact

    retaining wall design get your development embed of the vertical into your key, not your footing?

    good gawd.... thread507-401855 i will never get that half hour back..... nevermind! i think that once you get your tension into the footing with the vertical rebar by hook or crook (ha pun.....like into the key even?), well then arent you essentially done with that force at least from a...
  16. Materofact

    retaining wall design get your development embed of the vertical into your key, not your footing?

  17. Materofact

    retaining wall design get your development embed of the vertical into your key, not your footing?

    here is a scratch detail. i swear ive seen the vertical bar hooks bend a mere hook length into the footing on countless details, i fail to see why the development cant also be straight, the load is transferred and footing rebar takes the load after that? the question arises when you have the...
  18. Materofact

    retaining wall design get your development embed of the vertical into your key, not your footing?

    well sure, they CAN be thick, but thats not the only benefit (reduced key size). the benefit is 3 fold, smaller key, reduced footing thickness (no hook bend needed from vertical stem into footing) and did I mention.... NO BENDING of bars. all your rebar can be just put in straight.... no? not...
  19. Materofact

    retaining wall design get your development embed of the vertical into your key, not your footing?

    lets say you need a relatively deep key to obtain required sliding resistance. instead of bending your stem vertical into your footing, why not just run them with no bend all they way down to the bottom of the key straight shot and get your embed length in your key, and at the same time...
  20. Materofact

    RAFTER TIE angled cables

    sorry for the delay.. appreciate the attention and comments... snow load is huge, in ca sierras... so yes, factored load is in fact 165#/sf. and dead load of 30#/sf just to account for the gigantic required members. 195#/SF

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