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Thank you for your response. If you do end up getting more information, I would be happy to hear and learn.

Thanks BAretired!

Do you have a specific product in mind?

Diameter of the pier is 2.5 ft, depth to frost is 3.5 ft - which results in an upward load (based on circumference of the pier) of around 44 kips. I would have to go very deep in the shaft embedment below the frost depth to get an adequate uplift resistance via skin friction.

Hello, I am currently designing concrete drilled piers, and per the geotech report, the recommendations incur a 1600 psf design stress for potential frost heave. The recommendations also state that placing friction reducing material can be considered as an alternate option to prevent damage...

Hello, I am designing a substation support structure, and I was wondering if anybody had any guidance or experience with orthogonal combination of seismic loads when using the Equivalent Lateral Force procedure. Per ASCE 113, Section 3.1.7.8, it states a series of design load combinations using...

Thanks for the feedback!

Hello, I am designing an exterior steel stair and was looking to implement bar grating treads with end carrier plates containing holes for 3/8" bolts. I know I am dealing with very little load, but I am wondering if others have specified a 3/8" hot-dipped galvanized bolt in the past? What grade...

Thanks, KootK. This is actually what I am planning on doing barring the calcs working out.

Hello, I am working on a WF beam to HSS column connection that I am hoping to achieve through a WT element. My question is with regards to whether it is reasonable to assume this connection to be "pinned." The connection is subject to axial force, vertical shear force, and horizontal...

I have a question regarding lateral pile analysis that I am trying to wrap my head around. I have an analysis of a single drilled shaft that I am working on using LPile. I performed a pushover analysis to see at what level of pile head displacement that a plastic hinge would develop in the...

I am way good in punching shear. Part of the reason is because the walls are 12" thick and the axial demands are around 30 kips. If this strut was fixed-fixed, the moment would be less than 10 kip-ft. I am not too concerned about punching. I was just conceptually trying to figure out the best...

The structure is a bio-retention structure consisting of perimeter walls and supporting footings. I implemented concrete struts along the wall length in order to mitigate the size of the footings. The size of the footings would be prohibited by large existing utilities, so this was the best...

Thanks for the response Koot. The strut is between two walls receiving roughly equal lateral earth pressure. That is the source of the compression in the member. Do you have any thoughts on #3 above? Does my question make sense?

Hello, I have posted about this before, but had to make some design changes. I have a concrete strut (primarily an axial member and taking small flexural demand) which needs to be shifted up towards the top the wall it connects to. I have the following questions: 1. For this strut to behave as...

@JAE and @Greenalleycat, Thanks for your responses. I ended up enveloping the solution and analyzed the strut as being pinned-pinned as well. I probably will end up concentrating some additional vertical bars in the wall over a 2'-0" width where my strut comes in. I also used a smaller bar size...

HTURKAK, Here is a sketch of my condition/connection. I am wondering if the negative moment can be transferred into the wall with the reinforcing layout shown. That is what I am debating.

Hello, I am designing a strut between two retaining wall structures for reasons I won't get into in this post. My question is the following: The beam end will have some fixity at the wall interface. However, I am wondering if a conventionally reinforced wall will be able to resist that moment...

Im using RISA-3D, concrete is the material. Its a large box type structure I am analyzing (bio-retention structure). SWComposites: I'm sorry, that is what I meant by summing the Qx and Qy (vectorially).

Thank you; I have seen other threads on here where people have advocated for treating Qx and Qy independently and I have been getting confused accordingly. My out-of-plane shear capacity is the same for both bending directions so I believe the sum of Qx and Qy is certainly appropriate.