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Hi Everyone, The area I am in is currently hit by major floods in the aftermath of hurricane Helene. I have been asked to do structural reviews of flood impacted buildings. The courses for first responders provide certification. Has that become a requirement for licensed structural...

Thanks guys for your thoughts.

Hi All, I am working on the foundations for a pre-engineered metal building. The forces on the anchor bolts only work, assuming anchor reinforcement for shear. Referencing ACI 318-14, Fig. R17.5.2.9b: Question 1: Are the bars not effective for anchor reinforcing per the figure required...

Thank you GC_Hopi for the highlights on the section - I missed that before, and Spanky7 for the info and links.

I am doing hand calculations on the anchor bolt connection of PEMB steel columns to the concrete piers. There are couple items that are not clear to me. Looking at ACI 318-14, §17.5.2.2 (page 251), which is attached: 1.) le is defined as the load bearing length of the anchor in shear...

Thanks guys. I am hesitant to modify the PEMB steel. The PEMB engineer is quite communicative, but not forward coming in doing changes on the PEMB side. So my approach will be to figure reinforcement to restrain concrete breakout.

Thank you All for your thoughts :)

@ dik, Maybe I was looking at this wrong: I was looking at horizontal shear being transferred from column base plate to anchor bolts, from anchor bolts into concrete pier, and from concrete pier to the tie rods in the slab. When I follow the route described by me above, the anchor bolts lack...

bones206, yes, I am skeptical about how this is supposed to work as well. dik, the detail was suggested by the metal building engineer. I see your point, which makes a lot of sense.

Hi All, In order to increase shear capacity at the connection of a per-engineered metal building column to a concrete pier, the metal building engineer suggested the attached detail. It uses a steel angle that the anchor bolts extend through within the concrete pier. I guess to engage the...

Just an update for folks coming in the future: I ended up estimating uniform and concentrated live load capacities for the varies rooms and listing them on a drawing. On the drawing, fee proposal and communications I made clear that live load capacity can be less were impacted by things like...

For folks using Enercalc: There has been not a single update or revision for the year of 2021 with the ENERCALC maintenance program. Here is the number of updates for the last six years: 2016: 77 updates 2017: 81 updates 2018: 121 updates 2019: 21 updates 2020: 11 updates 2021: 0 updates...

I think of modern architecture as 'trying hard to look simple'. And structurally those are actually quite more difficult. There is a long history and reasons why things are done more conventionally, even though it is like 'putting lipstick on a pig' from a modern architects point of view. I...

This link is to: "Design Professional Guidance: The do’s and don’ts of structural condition assessments" July 13, 2021 By Nicole Mangino, Esq. CPCU, RPLU, Head of Underwriting, Design Professional https://axaxl.com/fast-fast-forward/articles/design-professional-guidance

BAretired, the intent of the report was for my client (the tenant) to gauge whether to buy the building. I contacted them right after the Surfside collapse to ask whether they had shored and or repaired stuff (the client has a hardware store and do construction.) After some discussion they...

Thanks BAretired, dik, and Ron. I can't believe I got three out of six engineers I have high respect for on eng-tips respond. There was an evolution to the project. I have learned from this.

Thank you for your thoughts, dhengr :)

Hi All, I am wondering what I should do, or can do. About 2 years ago I wrote a structural survey report on an old commercial building. A tenant had asked me to write the report and paid me, not the building owner. The building has issues. - Should I pass on the report to the building owner...

Thanks All! I appreciate your thoughts. It turns out what they want me to review is a 1920/30's farmhouse with porch. We ended up with me to providing allowable uniform and concentrated loads for the varies areas, and them to gauge what they need.

When a relative long spanning beam is close to a stationary wall, I considered the deflection of the beam relative to the wall. If the finishes require it, I use The span perpendicular to the beam in question to figure the allowable deflection.