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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.

Hello, For a plate analysis, is there ever a scenario where you would sum the out-of-plane transverse shears Qx and Qy? I believe the answer to this question is "no", but I am confused at what occurs at the corner of the plate where the shear forces "intersect".

Hello, I am working on a complicated retaining wall structure for a Bioretention area. I have modeled the structure using plates in RISA-3D. Given the lengths of the walls, I have chosen to implement a strut between walls to relieve the flexural demands on the walls resisting the lateral earth...

Hello, I am working on a project in which there is a proposed penthouse (CFSF framed) being built on top of an existing roof structure of a two-story building. The penthouse walls actually coincide with 24 ft long existing concrete load bearing walls below, constituting a square core in the...

This building is extremely complicated. We are near the end of design, and we made an incorrect assumption (our fault) on the existing roof deck configuration due to lack of drawings. We assumed flexicore precast plank due to field observations, pictures, and the overall flat appearance of the...

Kootk, We are leaning towards doing something similar to what you suggested. I am working on the detail and will upload it here if you are curious. Definitely not winning a popularity contest.

Thanks for the feedback Kootk and human909. Unfortunately, I cannot drop the HSS beam. I really would like to use some type of slide bearing connection, but I understand that will be expensive. I don't have too much experience with a slide bearing connection so I will need to research this a...

Thanks for the responses everyone. I think I am going to go with a teflon slide bearing pad approach.

Hello, I have a really difficult connection to detail here, and I am about out of ideas. I am trying to resupport existing steel roof deck (H.H. Robertson Type DC) on a brand new collector beam at the interface of an existing building and new building expansion. I want the connection to be able...