Recent content by Nick6781

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.

I'm designing a solid concrete flood wall. I've looked through FEMA P-55 but still have questions on how to combine different flood load cases. For one case, I think I need to combine hydrostatic + hydrodynamic + impact. But how should I combine the loads when there is breaking wave? The...