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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 so that the piles don't breakout of the pile cap when lateral loads are applied. I'd be grateful for any guidance on what the limit...

You got it. That is correct, they only appear to check the full circular perimeter, no matter how close they get to the edge.

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...

Thank you Josh!

Hi Josh, It seems RISA-3D doesn't know how to handle the dash when STAAD.Pro's input file uses it to continue a line of code to the next line, so several of my loads aren't coming into RISA-3D. Any solution on getting all of the loads to come across properly? Thanks so much!

Good Day! Any idea why AISC's Design Guide-9 calculates warping stresses within it's design examples that are defined as "torsionally-pinned"? That design guide says that warping stresses can't develop when the section is not restrained from warping, as would be the case when it's...

Good Evening, I'm studying for the Structural portion of the California PE Exam, and one of the problems asks me to determine the question posed in the title of this post. In their solution, they take the diaphragm force and evenly distribute it to each of the walls that are parallel to the...

Thank you dik, Our contractor selected the mix and has indicated that it has sufficient workability.

Hello All, I've got an outdoor concrete project near Los Angeles, CA and am trying to determine if air-entrained concrete is required based on ACI 318-14. I'd appreciate help with understanding how other Engineers typically determine if a particular climate qualifies for needing freeze...

Good Day, I've got an existing base plate for a fixed-based steel moment frame structure that is supporting some new and higher seismic loads under the jurisdiction of the 2019 California Building Code. As a result, the existing cast-in anchors aren't sufficient to carry the uplift forces...

Thank you ProgrammingPE, That's a great idea, and I can't see how it won't work. It does require a little manipulation; I'll extract the loads from RISA-3D to a spreadsheet, factor the axial loads by 6.67 times and insert it along with the unmodified moments into SPColumn to confirm that the...

Thank you WARose, excellent point and suggestions!