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Stiffness is provided by the braced frame below, which the column is part of. The compression is continuous, and I don't think that's unreasonable. For example, in a three-span continuous beam under uniform loads with spring supports , if the middle span is significantly shorter, the moment may...

My model is telling my that there's compression in the middle beam. It's more like a continuous beam/truss with a very short middle span.

Using deformation compatibility?

All of them are braced in the y direction. The springs are there to show that there's stiffness along the column lines

I'm designing something similar to the sketch below. Under lateral load, the floor framing behaves like a truss, and I observe a significant amount of axial force in the chord members due to wind in the Y direction. However, the chord is interrupted by interior columns, so it's not a...

For beam torsional bracing per Appendix 6 (6.3.2a) of the AISC manual, how do I calculate the provided torsional stiffness if I want to use a double angle connection? The language in the code and an AISC design example seem to imply that only a full depth stiffener would help the torsional...

I think so as long as every element along the load path can transfer the compression/tension assumed in the chord

You probably need to worry about end bearings in additional to bending

On a separate topic, if I have a nonbuilding structure that's similar to building (ground supported), for example, an open concrete frame for equipment support, do I just design it based on chapter 12? I can't find the relevant sections in chapter 15 for designing such structures.

Just want to throw this out there. Per ACI 318-14 R17.5.2.9:

The rooftop structure is sitting on the roof slab (12" concrete flat plate) and is not an extension of the building frame. ASCE 7-16 applies to this project, so I only need to refer to Equation 13.3-1. After reviewing Section 15.3 again, the first paragraph states that only nonbuilding...

Check the document KootK mentioned. You'll find your answers there.

Hi Everyone, I’m currently evaluating an existing concrete roof due to modifications made to the roof’s mechanical supporting structure. I’ve outlined my thought process and questions in the sketch below. Feel free to share any comments or suggestions. Any help would be greatly appreciated. I

Thanks for your input. Do you happen to recall where this is mentioned in the manual?

Need an engineer on site to evaluate this

Per Table 7-1, a ¾” diameter A325 bolt has a shear capacity of φ * rₙ = 17.9 k when the threads are included in the shear plane. Page 10-89 indicates that bolt shear must be checked with the assumed eccentricity shown in Table 10-9, where e is determined to be a/2 for a 2-bolt connection. Page...

Any thoughts on this?

Supplement 2 to ASCE7-22 says this: I disagree that wave loads should be combined with hydrostatic and hydrodynamic loads, as wave loads themselves are a combination of hydrostatic and dynamic loads (a different vertical distribution than hydrodynamic loads). It's double counting if we do...

Hi everyone, Can you please advise on the following questions? 1. Per ACI 318-11, Section 12.15, the use of Class A splices is intended to encourage splicing locations away from areas of high tensile stress. Does this imply that Class B tension splices can be used anywhere, since they are...

FEMA P-55 is a costal construction manual. There appears to be no examples regarding combining different flood load cases.