ATSE:
I agree. I worked a forensic project (not the one I'm working on now) where the EOR didn't properly detail and it caused problems.
On this job, I'm trying to evaluate the required weld for a vertical to horizontal joint in HSS sections. The EOR has shown a 7/8 fillet weld and we're...
Different example to illustrate my question: do you consider the actual moment of inertia for the welded joint when you deisgn the connection of a cantilevered beam whose size was selected based on deflection limit states (ie, the net moment of inertia is decreased at the connection)
You've identified the two most common solutions to this common problem. Which one you select depends on how you anchor base was designed and specified.
If you column base is a gravity only base (no moment or tension) welding may be an option. ASTM F1554, a common anchor rod material, is...
This question may seem a bit silly when you first read it but I'm struggling to convince myself either way:
For a welded structural element which is designed based on deflection (controlled by stiffness versus stress) does a welded joint in the system need to develop the full moment of interia...
rharting:
I'm considering trying to pass the SEII before it sunsets this fall too. You have mentioned that PA requires re-application. I have not been able to locate on the PA boards website when and where the exam is administered. Can you point me in the right direction?
I’m looking for historic structural data for corrugated transite roof panels. These panels were constructed of an aspestos and gypsum matrix and installed over purlin framing in roof and wall cladding assemblies. From below and above the look like steel deck.
I’m hoping someone can point me...
