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I am in the process of designing a Storm Water Control Vault that is 80' x 40' x 6' roughly 1 ft below top of paving. The vault is am planning on designing as a one way slab spanning in the 40' direction. Knowing there is potential fire truck traffic over this box (& semi truck) I looked up...

SwinnyGG, thanks for the input. I see your point on the OHSA clause and certainly have read that and agree with the interpretation. My only difference is the IBC clause supersedes the OHSA not the other way around.

Wanting to get clarification on the proper loading regarding fall arrest anchor points my structure should be designed to. My take is the standard 5,000 lbs. I have seen this debated on other threads but nobody as noted the 2018 IBC clause 1607.10.4 that I believe provides clarity...

Considering using a cruciform column to achieve a special moment frame in each direction. Has anyone done this before or know if this is permitted? Looking at AISC 358 I do not see anything that says it is not allowed, so would this be governed by the reduced beam section criteria and design...

Plan view attached https://files.engineering.com/getfile.aspx?folder=97ccf06c-e610-410b-aa9e-e0438792cfde&file=OVERALL_20201202_ENGR.pdf

HTURKAK - Yes I do have a Nonparallel system irregularity I am designing towards. Attached shows most of the general structural system I am thinking, sorry if there is information missing just got the building this week, but should give you an idea. R13 - Thinking on this more and I see your...

I have a structure that has 2 bays of rigid diaphragm (concrete over metal deck) & 5 bays of flexible diaphragm (metal roof deck). This is in Seismic Design Category D. My concern that the lateral force-resisting system (N-S Special braced frame, E-W Moment Frame ) located under the rigid...

I have a building with a section of deck that has a composite deck (2 bays) and a portion with a roof deck (5 bays). This is a seismic design category D structure. My concern is that with the mixed diaphragm, the lateral force-resisting system connected to the Rigid diaphragm will attract the...

azcats - The risk category, in my mind, reduces the probability of collapse, not limit the yielding. structSU10 - I will look into the ASCE 41 a little more and see if I can find anything that defines the performance I need. ASCE 7 risk category certainly enhances EQ performance, but I do not...

I have a structure I am laying out that is approximately 200' tall, in Seismic Design Category D, & has an "immediate occupancy requirement". The immediate occupancy criteria defines the structure shall retain pre-earthquake design strength and stiffness. To me, this means not of the structural...

I am starting to learn SAP 2000 and have been able to pick up the basics on my own pretty quickly, but i have had trouble with some of the fine turing. ie connections of slab to beam and wall to ground surface. i have tried watching videos but have not had much luck. I was wondering about some...

Ok thank you all for your input it was very helpful. where i wouldnt mind teaching im not sure i want that to be my only career option.

I am considering going back to school to earn my doctorate. I currently have my masters in structural engineering. Do you think it would benefit me I'm afraid it will limit my job opportunities.

ya i am thinking there will be a considerable error developed for certain cases...thank you very much for all your input.

alright well thank you very much for your input i am doing some research and i am going to run finite element software to see if i find any error developing in the method.

Ok well thank you to me it doest make sense to assume the center of rigidity would be in the same location for a two story building.

When calculation the torsional moment on a structure, is the center of rigidity calculated the same way for multi-story buildings compared to single story buildings.