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gtaw, I've always imagined they set the beam in place with crappy temporary welds until they are ready to do the real welding. I'm not sure, which always makes me feel like I shouldn't be detailing it that way then.

It's just a general question. I see other engineers detail this connection when they want to make a moment connection between tube beam and columns and I feel its just because its really easy to draw that detail. In the real world, trying to get that situation to fit, especially if its tens of...

I've always tried to avoid detailing a tube beam welded to the face of the two supporting columns because I feel like this creates a difficult tolerance window and constructability issue. Even if the steel is manufactured perfectly, field installation of the columns could create a situation...

Thanks for you all your responses! This was helpful.

Are the bolts installed into the panel and tubes with pre-drilled holes installed over the bolts? I guess that could be considered means and methods if a detail just shows a bolted connection to the panel. What do you think about my question regarding the loads? I can see how the frame would...

so I have seen engineers describing a steel channel frame around the opening. Is it assumed that the weight of the concrete above the opening is then entirely supported by a horizontal channel across the top of the opening and that horizontal channel is supported by vertical channels on either...

Architect wants to cut new doors and windows in existing panels. I've never dealt with this issue before and want to hear some sound engineering advice. In theory, the portion above the opening just becomes something of a really skinny deep beam spanning between columns that are the full height...

That does. I think I am on the same page now, and this actually changed my opinion of mechanical loading zones. Thanks for the responses.

phamENG: I want to make sure I don't misunderstand your last. Your first statement is that a mechanical zone could be expected to provide enough information to allow the mech designer to complete his job without guidance from a structural engineer. Your next statement is that its folly to...

The issue is that the EOR designated a zone in the "middle" of the roof as the future mechanical load zone and indicated the joists should be designed to resist an additional 25psf dead load within that area. I have access to the calculations which basically just depict that the selected joist...

I work for an A/E firm and often encounter both sides of this coin. We are retained as both the structural engineer to design shell buildings where no mechanical equipment information is available, as well as tenant remodels of existing buildings for which new mechanical equipment loads are...

Thanks. The explanation that the loading actually more closely follows tributary lines for flexible diaphragms helps with my confusion.

I was taught to treat a structure's horizontal diaphragm(s) as if they were bending members (beams) being loaded by wind or seismic forces. I have always been more inclined to obtain forces by using "beam theory" equations as opposed to just "using the trib". Imagine a beam with three...

I got thrown into the fray of an RFI fire drill where the contractor working on a renovation project found an existing steel column displaying corrosion near the base. The bottom of the column is still encased in concrete/topping and not exposed. It appears that the corrosion occurs up to around...

I have been laboring under the interpretation of Registered Design Professional in Responsible Charge (RDPiRC) of special inspection as the person who is literally in charge of all aspects of the process (i.e. determining the special inspections required and their required frequencies...

Thanks for all the great responses, everyone!

Additionally, running examples through Enercalc and using an iterative process, I can get very similar results to that of Enercalc by using wl4/137EI where l is forced to be the longer of the two spans...but that seems like really ugly math and I wondered if anyone who is more of a calculus wiz...

I can find published formulas for the critical deflection of a continuous beam with a uniformly distributed load and equal spans (wl4/185EI); however, I would like to know if anyone has ever taken the time to derive an equation for a two-span continuous, uniformly-loaded beam with unequal spans...

ASCE 7-10 - 27.4.5 states that pp is the combined net pressure on the parapet due to the combination of the net pressure from the front and back parapet surfaces. The coefficient GCpn is depicted at the net pressure coefficient and is equal to: = +1.5 for windward parapet =-1.0 for leeward...

The rationale behind not using 100 is that 98% of the time (or more) there will be about 12 people on the deck. The rationale for using 100% is that other 2% when they might use the courts for some ceremony or whatnot. It feels overly conservative to punish the design for 'maybes' like that. The...