How many of you regularly provide a structural demolition plan for remodel/addition projects? Is there some project size where you would add one? Does anyone think providing a structural demo plan moves the responsiblity of the contractor onto the engineer?
While I now can afford to just buy and write off building codes, for many years as a younger engineer, getting the new version was prohibitively expensive and I just continued using the versions from college. Steel was a good example. They tried the LRFD thing and by the time I bought a new...
Clearly the engineer should be in control of the load cases. My point is that even though I know deflection should be ASD, the appearance of a load case I don't understand in a computer program that I assume knows what it's doing, referenced as "25", had me asking the question in the first...
Enercalc person: You should reconsider having the default be adding a nonsense load case. I've looked back at all the masonry walls done by the younger engineers in my office and every one of them has conservatively had wind control deflection at ultimate load levels.
It also moves the reaction couple further apart. If you grout, the compression half of the moment couple moves in from the bolts. With no grout, the bolt has to take the tension and compression. None of the base plates for utlities in FL are grouted, but they are in CA, CO, etc.
I'm designing masonry slender walls using Enercalc and I always have concerns with what it's doing.
The default load combinations for either IBC or ASCE for deflection include W only at 1.0. Which, as far as I can tell, is ultimate wind. Wall deflection should be at allowable levels, if I...
The short girder is only 20'-0" long, the long girder is 62'-0" supporting 60' joists. I decided to match depths in that bay. It doesn't even look right otherwise. The depth issue got me thinking about the normal bottom chord to column detail can't happen at a girder. Joist people do your magic.
Thanks milk. I am usually reluctant to have the support be shallower than the supported for steel beams and this is 56" supported by 24" so I started overthinking.
I have not done a girder to girder connection with bar joists. Normally the end of a girder is supported by a steel column, and that detail is standardized by SJI. Has anyone done this detail? Do the joists need to be the same depth?
Thanks in advance.
USGS has published 1 year seismic hazards for 2016, 2017, and 2018 for the increase in earthquake activity in the central part of the United States (Oklahoma), linked to wastewater from mining. The earthquakes are low magnitude, but do cause damage as the infrastructure is not designed for...
Using AISC 41, I am conducting a Tier 1 seismic analysis of an existing hospital building that has previously undergone a seismic retrofit. The original building (1947) used steel moment frames. The retrofit (1981) used concentric braced frames. I am trying to pick the building type for the...
The Army has a good document for this: https://www.wbdg.org/ccb/ARMYCOE/COETM/ARCHIVES/tm_5_809_12.pdf
gives how to design a heavy slab for point loads, linear loads, and traffic loads.
that's funny, the other thread seems to have concluded you can't design buildings for tornadoes. seems pretty similar to hurricane in terms of design, attach everything and use strong windows. it'll be commercial buildings, assisted living, etc but not residential. thanks for the resources.
I am a girl, smart, good at math, and without any particular career agendas ... twenty years ago. I am good at what I do and structural engineering is better for what I've given. So, what? We had kids, and yes, it takes you away from work. Please, pay me less than the guys who never stopped...
Go back to what you know. Draw a free body diagram. Figure out what the forces on the connections are. Then check to see if the combined shear and tension requirements are met by the connectors you are using. The "on the spot" is for twenty years down the road.
