Thank you, Celt83.
Punching shear failed at d/2 from the column face, so I've got to provided shear reinforcement per ACI 318-19 out to the point where the concrete is able to carry the reduced shear stress. My plan is to design stud rails for the original outer green dashed critical section...
Thank you, cliff234; this is what I was looking for...it seems ACI 318-19 could more explicitly specify that the 4h requirement applies to both openings and free edges.
Based on what you provided, in regard to the below figure from ACI 318-19, Fig. R8.7.7, any thoughts on whether the...
Good evening!
I've got some auger cast piles close to the edge of my pile cap and would like to confirm that the pile cap has sufficient lateral breakout capacity. The approach that I've used thus far is to use the AISC Base Plate Design Guide approach for shear key breakout design, but not...
Thank you, Celt83!
I typically use RISA products; would you please clarify which program you're using that performs the search?
Sounds like I essentially need to run all the possibilities to find the weakest perimeter, eh? I appreciate your help!
Thank you, KootK.
I appreciate that; I'll see if there's any wisdom from the software people.
Just for your reference, in regard to the smaller sized standard pile caps shown within the CRSI Design Guide for Pile Caps, many of them would have to get significantly larger to meet the 4h...
Thank you, KootK.
Kind of a bummer ACI isn't more explicit here; I'd think edge distance would be pretty important. Fig. R22.6.4.3 references free edges, but only references openings when it states the 4h requirement, so nothing definitive on the free edge front.
Thank you, KootK,
Any chance you could take a look and tell me where to find that? All I'm seeing is the 4h in Section 22.6.4.3, but that's specifically for openings.
Good Day!
Does ACI specify the minimum edge distance required beyond the critical perimeter for that perimeter to be effective in two-way shear?
All I can find is Section-22.6.4.3, where they say that openings located less than 4h from the column face eliminate the effectiveness of the...
Good Day,
I'd appreciate any guidance in how to design reinforcement for a foundation modeled using solid elements in RISA-3D.
Specifically, how do I take the outputted stresses and convert them to moments and shears to compare those values to the ACI 318-19 capacities?
Many thanks in...
Hi DaveAtkins, please see my attached sketch. The vertical component is a result of the horizontal wall anchorage load passing through the inclined gable roof diaphragm.
Since my gable roof ridge is not centered on the building and since the windward and leeward wall anchorage forces are not...
Thank you DaveAtkins,
That's my thought too, but I'm trying to calc it out to show this for sure, especially since my ridge is offset from the center of the building.
I'm thinking this is the approach to take, (see my attached updated sketch):
1) Provide a bent plate welded to HSS blocking at...
Good Day!
The attachment is a typical Vulcraft detail, however, the "RIDGE PLATE" is intended only to provide something for the rigid insulation and roof system to rest on/attach to, and not to provide diaphragm continuity. In my case, the ridge beam wide-flanged member is not a collector, so...
