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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...

The truss has to dump the load into the shear wall at some point. What is the elevation of that point? If both the top & bottom chords are connected, I would say the middle of the truss.

Thank you! Your explanation is very well done. I was looking from an equilibrium perspective and couldn't figure out why the guide reversed the load. I have one follow-up question for special case 3. The example in the guide only uses M-induced force to check the beam web's local buckling &...

Referring to Appendix B of the guide, why is the normal force Ne=T+4M/L? M produces a force couple and the forces are not in the same direction. Need help understanding this.

I have a situation where the roof column has no beam frames into it. The tip of the column is connected to diagonal bracing though. What k factor should I use? I'm thinking of using the horizontal stiffness of the bracing as a beam and calculating G. Does this make sense?

22.6.4.1 tells you how to locate the critical perimeter for punching shear

Per the first sentence of ASCE7-10 ch.13 - " This chapter established minimum design criteria for nonstructural components that are permanently attached to structures and for their supports and attachments. " For illustration purposes, let's say we have a one-story steel-braced building with a...

Thanks. That makes more sense. As for your FEA model, did you apply pure moment?

I studied this grenade for a bit per Nilson's Design of Concrete Structure 14th Ed Chapter 11. The book says a (moment transfer) joint will develop a pattern of diagonal cracking owning to the diagonal tensile stresses that result from the normal forces and shears. Typically, a joint is not in...

Hi Everyone, I have some questions regarding this previous discussion: https://www.eng-tips.com/viewthread.cfm?qid=401855. Navigating the various references in the post, I tried to understand the crack pattern at the intersection between the retaining wall and the footing. Using plane stress...