I am new to the California Civil/Structural requirements in regards to substation structures and was hoping someone in that region could shed some light on where the line is drawn for a SE stamp verses a PE stamp. I am a PE - civil structural in PA, NJ, Delaware, NY, DC and Maryland. My company...
I have a project with all around bad soil conditions, high water table. I need a 75" diameter concrete pier to handle the bearing pressure. I currently have it at a depth of 18' going deeper does not get me much in terms of friction resistance, so the larger bearing area is driving the design...
Correct - the rods will need to be designed for bending and shear and tension. The whole slip critical train of thought is that I don't want the structure/ base plate to have to slip significantly in order to go into bearing. The rods can handle the fatigue associated with this process over the...
I agree the shear key is the best solution giving the baseplate sits directly on the foundation. I should have elaborated on the condition. Raised plate bearing on anchor rods/ nuts. Cantilevered columns with shear that can range from fairly small to large. Std baseplate over sized holes per...
I have over sized holes in a base plate and the washers will not be welded. Can you use a slip critical connection at the base plate with plate washers?
I am a newly licensed engineer. Well I have had it for over a year and not personally stamped anything. Can I submit something with my seal on it without E&O or liability insurance? It is a small wood deck 17'x 30' design, that sits above the ground by 1' max. I am not concerned about liability...
Perfect exactly what I was looking for. I am just trying to put numbers behind what is allowed by code. I know code is based on performance, but if it is performing and we don't get the numbers to work, we are missing something. I really believe the stiffness of the material/ connections is what...
As a design assumption for foundation walls you analysis it as a simply supported beam, typically. Although in an example published by ACI concrete basement wall are in reality a cantilevered beam. You have a ridgid connection at the base and a flexiable connection at the top of the wall. The...
Has anyone ever thought to use the stability bracing equations that you would find in appendix 6 of the AISC for anchor bolt spacing on residential foundation walls. I am sure the equations would need a bit of tweaking for material properties, but could this be the answer to why anchor bolts are...
We are the engineer of record delegating connection design to the fabricator. I do realize that AISC also notes that the engineer is to note if the connections are to be designed to ASD or LRFD, part d of section 3.1.2 in AISC 13th ed. Part C 3.1.2 states "Whether the data required in (b) is...
Please excuse my ignorance on this topic as I am a novice at submitting connection design to the fabricator and just want to make sure we are communicating things properly in our notes. In AISC code of standards for design drawings it says something to the effect that the design engineer should...
