I’m sure a lot of you have heard about the significant flooding occurring in northwest Iowa, Minnesota and South Dakota recently. I came across this photo of a house that had been significantly undermined by the flooding.
We’ve discussed here in the past about how we structural engineers love...
Micro-burst storm and heavy rain - then an upper block-brick wall collapse (probably due to high C&C wind concentrations at the end of the building).
Looks like an old apartment building with unreinforced block masonry walls...
A printed house in Iowa was being built in Iowa and the test cylinders apparently came in at >5,000 psi compressive strength.
However, upon testing the concrete in place it wasn't that strong so they decided to tear it down and start over....an engineering failure of sorts...
We have a case where we are trying to "fine tune" a weld of a structural member to a plate such that the weld will fail at a specific load...truly fail.
The reason is we don't want any of the adjoining connections or members to fail first...just the weld.
This is somewhat like seismic design...
A continuation of our discussion of this failure.
Best to read the other threads first to avoid rehashing things already discussed.
Part I
thread815-459166
I have a situation where I am being asked to design an in-ground concrete sump pit to house a sump pump.
The pit is fed via an underground pipe from a rail car pan system that is intended to collect chemical spills from rail cars should an accident happen.
The chemicals for different pits...
Supposedly a micro-burst knocked out an end wall and part of the end bay of roof while kids were playing basketball inside.
A news report of the event: https://www.youtube.com/watch?v=Tw6MplxjSqs
A video of post-storm damage: https://www.youtube.com/watch?v=EEc87_nHpgU
From the videos:
1...
We recently came across an question in steel weld design and forwarded this to AISC for their response.
I thought I'd post it here to see what others think:
We are trying to design a beam-to-column connection using a seat under the beam. The concept is to also include a top flange clip angle...
A continuation of our discussion of this failure. Best to read the other threads first to avoid rehashing things already discussed.
Part I
thread815-436595
Part II
thread815-436699
Part III
thread815-436802
Part IV
thread815-436924
Part V
thread815-437029
Part VI
thread815-438451
Part VII...
In downtown - nice "cutaway view" of the below-grade utilities.
Link to City of Pittsburgh Twitter - video there of them hoisting out the bus
ENR's short news article on it: Pittsburgh Twitter Link
A continuation of our discussion of this failure. Best to read the other threads first to avoid rehashing things already discussed.
Part I
thread815-436595
Part II
thread815-436699
Part III
thread815-436802
Part IV
thread815-436924
Part V
thread815-437029
Part VI
thread815-438451
Part VII...
Is it just us or are the roof C&C wind charts a complete mess?
The charts show a scale value on the left side but then dictate an equation based on THETA (roof slope) that when plugged in to the equation don't come even close to the value of the line on the chart scale?
(Section 30.3 for...
A whole new format/interface coming - looks a lot like Revit.
Here's one video sample. There are several others: https://www.youtube.com/watch?v=zMFPAbHUwEM
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faq731-376
For many years, here in the US, the IBC has provided two methods for determining the masonry compressive strength f'm.
1. Prism tests - where the block is laid up and a prism of several units with mortar are taken to actually test in a compression machine. Not too unlike concrete cylinder...
