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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!

Thanks jayrod12, I think your method is the path forward I'm after. Although it's a little painful even with SPColumn since it doesn't appear that SPColumn allows you to determine what the corresponding axial capacity is for an applied moment, (it seems to just allow you to hover over their...

Good Afternoon, I'm working on a project in a high-seismic zone with cantilevered columns, and per ASCE 7-16, am required to keep the axial unity for seismic load combinations to 15% or below. I'd appreciate any guidance on how what process I might follow to verify this. Generally, it seems...

Good Day! Regarding steel joist bend loads, when we go to hang MEP components from our joists, it's common practice to support these items by spanning angles or channels between either the joist top or bottom chord. As a result, our steel typically only attaches to one of the two chord angles...

Thanks JLNJ, Per my communications with Verco deck, welded studs, welded mesh and other forms have been used in the past. Definitely not trying to hang my hat on that, but merely point out that the discrepancy between the slab's moment capacity and the applied moments suggests there's...

Hello JedClampett, The top 3" of the slab is reinforced with #5 bars @ 16"; other than that there is no positive moment reinforcement in the flutes. With that said, my main concern is regarding SDI's adamant claim that the deck is not a composite deck (which is based on the absence of...

I appreciate your graceful communication phamENG, it's a good example for this forum regardless of how simple-minded the question may be.

I'm working on a project where we need to add a new concentrated load to an existing 6" overall slab on 3" metal deck. I contacted the Steel Deck Institute (SDI) with a sketch and dimensions of the underside of the deck, and was told definitively that since there are no visible embossments, the...