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RISA 3D Plate analysis for the win. This thing is nuts...Thanks for the input all!https://files.engineering.com/getfile.aspx?folder=fb0eaa3d-41a2-410b-a000-db184956fd2e&file=RISA-PLs.PNG

@WinelandV, I don't disagree. But this a good client that I can't pick and choose projects with so I have to help them thru it. What you see is what you get (as currently designed); the forms are 10ga sheet steel panels that are going to be fabricated with all the in's and outs, tapers...

See link for actual form.https://files.engineering.com/getfile.aspx?folder=bdc66b2d-dce3-4623-b5a1-e6318b401bfe&file=form2.PNG

All, thanks for the thoughts and input. @human909/civeng80: I like the cup analogy, but when I draw the FBD and run it in RISA with the pressures normal to the form I get an lateral instability so I must be missing something. If the two sides are not at the same angle (or height), the...

Hello all you concrete form experts! First form design here for a valued client, so I can't say no. The forms will be fabricated from sheet steel, to pour a ~ 43-ft long concrete mass varying from 6'-10" high to 3'-4". See attached sketch cross section. A couple of rookie questions: -I think...

Jumping back in here, thanks for the dialog! Galvanic rot sure looks like what I'm seeing in the field, however these are UNTREATED glulam with stainless steel fasteners, either of which would seem to eliminate that process. These beams are located INSIDE/INDOORS, just under the translucent...

Yikes, it's been a week.... Thanks for the input folks! @dik, could be. I'm still not sure whether there was/is a roof leak, or if this is strickly from the interior moisture. @lexpatrie, what you're seeing in the top picture is taking a picture of the roof system as high as I could get my...

And one of the roof system.https://files.engineering.com/getfile.aspx?folder=f38965cc-ea3a-4cf3-bec9-3e47d0c38a2b&file=roof.jpg

Hello friends and experts! A water park facility that I do some consulting work for has some issues with rot in a few glulam beams. The building structure is glulam framing with a transparent panel roof. The beams in question are horizonal girt members located in the eave of the roof, ~16-ft...

Thanks for the feedback all. @Eng16080 I have not had enough time to really study NDS/AWC TR12 on this particular topic, but it seems that the fastener bending/bearing is generated due to the lateral load in pure shear and the bending/bearing occurs due to the side/main member interaction. To...

Hi All, See attached; what do we do with case where a lag screw is loaded in shear and bending? Thinking of something like a kneewall clip or handrail bracket; does the load have to resolve to shear and tension only in the lag such that there has to be some component of compression on the...

@phamENG: We'll see; if they're not typical/shallow foundations as our proposal included a change order will be shipped....Not going to name names, but ding ding their office is in Elizabeth City (both firms that have proposed, actually). @driftLimiter: Did you direct the geotech to provide a...

Thanks all! @MTNClimber: IBC lists it as a requirement for SDC C-F. So if we're in SDC A/B (which we will be) no evaluation for liquefaction is required? Period? (@phamENG says so). It's seems that as the SDC gets worse the risk would for liquefaction would increase. But no risk at all at...

Hi all, First project on the NC coast coming up; all my projects have been inland thus far. Project is in flood Zone AE with finish floor above the flood elevation, so at the beach but not underwater. Geotech asked if we needed a liquefaction potential analysis, to which I responded "huh??" I...

All, thanks for the feedback! Sorry for ghosting my own thread; I had several fires last week... @RontheRedneck: I have seen/done the entire parapet being fabricated integral to the truss. Nice for the framers, I don't love the roof sheathing/diaphragm being held back so far from the shear...

Say the attached is the upper part of a wall section (cut on the long side) of a 50' x 30' rectangular single-story building . There is a 15-ft long shear wall in the middle, so collectors are required to get the diaphragm shear into the shear wall. There is a magnificent parapet, which is...

Fear not, it doesn't die it just morphs.... Stings, doesn't it? I'm not completely fired; my scope has been reduced to the mezzanine structure design. I am wrestling with whether I want to be associated with this project at all at this point...probably the topic for a new thread, but what do...

Great news everyone, the Contractor has fired me! They are going to have their (soon-to-be-retired) in-house PE take over the design of the foundations for this project! Never been so relieved to be fired in my life....guess they didn't like (and couldn't afford) my design compared to the way...

Aesur: if you scroll back up to 4 Nov 23 22:11 you'll see my two details I uploaded at the pier. The pier doesn't have to be above slab; it has to be at it. I have a weldment where the ties are up near the slab, and a WF column very similar to your sketch (you have to look for them; they're...

-I tried to STM analysis, which was/is a new approach for me so I'm on the struggle bus...I followed the approach in the STM paper based on the petrochemical industry that has been floated around on this sub pretty regularly, but run into issues with steel tie sizes and keeping the ties in the...