Hi all:
I'm a bit confused about the approach for flagpole foundation designs. I designed a pole foundation based on IBC's straightforward approach in Section 1807 (Unconstrained round piers subject to lateral load). It was relatively narrow and deep (~2.25' wide and ~7.5' deep.) The...
Afternoon, all:
I've got a question on a design process that I'm trying to put together for what feels like a simple situation, but my experience with foundations like this is limited. We're going to be surface-mounting an 8' chain-link fence on a continuous concrete curb, 12" wide. The curb...
Hey all, I've got a question about how ladders in an industrial setting are typically analyzed. In verifying a proposed stationary 16' ladder that uses 2-1/2"x3/8" flat bar for the stringers and 3/4" pipe for the rungs, I'm not entirely sure how these are generally modeled. My first instinct...
bdn2004:
rb1957 gave a good idea of some of the devils in the details. You're right that giving a load capacity for the horizontal "trapezes" is simple if all you're worried about is its plastic bending capacity, if we have the steel yield strength (which isn't on the sketch.) Other concerns...
Thanks for pointing me in some good directions. This is all extremely preliminary, as A) we don't yet have the project, B) the structure in question was described to me in the vaguest of terms, and C) once the requirements are clearer, it may become obvious that the design work would be best...
Hi, folks!
I'm looking for some literature to better understand the mechanics and design of circular tanks under net external pressure (i.e. an empty or partially empty tank that is fully or partially submerged.) Presumably it will be a stiffened steel shell. I'm unsure of the extent to which...
I took the Civil breadth, Structural depth PE exam last year, so I can give you my experience as a data point. The CERM, that fegenbush listed, is pretty much all you need to get you through the morning exam. It's an excellent reference. It won't do tons of good for you for the structural...
RWW002: So, according to the theory behind shear friction -- in my hypothetical, where a load is applied at or near a wall's base (and the wall is experiencing no additional loads), the shear force will be relatively large and the moment relatively small. And despite the lack of an overturning...
I'm glad that my nervousness about the code's treatment of SF isn't isolated to me. No matter what ACI318 says, I don't think I'd ever have the courage to design something based on a normal force that I couldn't justify.
Good afternoon, all:
I had a question regarding the way ACI-318 handles shear friction. My understanding of the concept is that at, say, a retaining wall's base which was poured separately from its footer/slab, shear resistance is provided by the compressive component of the moment couple...
Understood. Thanks for pointing me in the right direction! I had already read through Appendix 6, but it was rather brief and I was afraid there was something conceptual that I was missing. I'll snag the relevant paper from AISC -- much obliged!
Hello, all:
I had a question about restraining flexural members against lateral-torsional buckling. I suspect that there's some misunderstanding on my end about beam theory that I'm not properly thinking through. When beams in frames are braced laterally to beams in an adjacent parallel...
All right, so I'm a damn fool. Here's the image file, hosted on engineering.com.http://files.engineering.com/getfile.aspx?folder=e201a27e-ecef-49a6-a979-65f6368e7a34&file=Untitled.png
Hi, Jed:
Sorry about the external URL. I've pasted it into the "attachment" box -- I hope that works, I'm new to this forum's design. The narrow wall is desirable from a cost point of view because this is a tank to hold potential spills from an interior fiberglass tank. Any events that...
Hello all:
I had a question about how to properly reinforce the corner of a thin-walled rectangular open-topped tank. The tank walls are pretty short (<4'), so a 6" wall looks to be sufficient for strength. At the corners, where the horizontal moments are largest, though, I'm not sure how to...
