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...
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...
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
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...
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...
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...
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...
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...
not sure why my brain is being thrown for a loop about this. this is why i like trusses by others...
Please see attached picture. basically, an architect wants this look (ya...architects)...... 2 cables for each rafter criss crossing. However, 165 lb factored snow load and 30# dead load...
For instance, say you have uplift on structure with 30' frame centers. Simplicity may want to just call out a constant dimensioned and reinforced perimeter footing. To check uplift control, could you not just use Enercalc concrete beam designer forinstance, calculate how much footing length...
where is masonry column listed in the allowed the asce tables? I do not see it. Is code telling me i cant build a masonry column (even a lousy carport with 2 ft square columns) in cat d or e? really?
where is masonry column listed in the allowed the asce tables? I do not see it. Is code telling me i cant build a masonry column carport with 2 ft square columns in cat d or e? really?
Floor Framing Blocking at 4' o.c. for 4' for joists parallel to wall? WHY?
I see this requirement on a previous plan check for a 3 story wood structure. AND i see it in this 3 story example courtesy of FEMA. But i cant figure out why. the horiz diaphragm doesnt seem to need it due to high...
STRUCALC design software gives the option of "bracing applied bottom of rafters above collar tie" which significantly increases the strength of the stick frame roof. in this particular (as built) scenario i am looking at, from 80% inadequate to 20% adequate for the loading with a ceiling joist...
intuition tells me that attempting to come up with engineering for plastic pvc pipes bent to form "hoop house" greenhouses might be futile and a waste of time (wind loads). apparently,in certain municipalities they are considered a "permanent structure" and in snow country its enough to say...
dont know why this has never come up before, but say you have a daylight basement with a story above it. why not use the retaining walls to resist the shear (applied perpendicular to the walls) that would be normally taken by the daylight wall, therefore leaving it possible to be say, entirely...
