Recent content by Rainbowtrout

Here is the sketch. I think KootK was on point.

This detailing practice may be perfect OK. But I am suspicious since ACI doesn't have this. I am not sure what is wrong and therefore putting it out here for people to comment. Thanks! Basically, the corbel has a continuous primary and framing bar. Both ends of the bar extend well into the...

@kootk, the building is 9 feet tall and will have a pedestrian door @ one short side. The masonry walls will be designed for that condition.

I am designing a very small building, 22 ft by 7'-8" actually. The structure will be CMU and have type B roof deck. My question is, because the span is so small, is it common to use deck only as a flexible diaphragm - by which I mean no joists no beams? I am going to use 7'-8" as the span and...

Thanks for the inputs! I will cap all ends no matter where they are!

I forgot to mention that all members will be painted.

This is my first time doing this type of details and I want to bounce it around a bit. I have steel columns coming down to a concrete column. I am welding bars to the underside of base plate. The bars will be hooked at the other ends. The concrete columns will have vertical reinforcements hooked...

I have HSS beams in an industrial building - solid waste place. I was wondering for the HSS beams hanging in the air, is it necessary to specify a cap plate to seal the moisture out. We typically do it for all HSS columns but this is my first time with beams. What do you typically do? What has...

I usually do 36", which is the stairway width requirement by IBC. Most of the walkways have a stairway leading to it anyway. http://publicecodes.cyberregs.com/icod/ibc/2009/icod_ibc_2009_10_sec009.htm IBC 2012 has the code moved into another section, but I believe the general requirement...

I am designing an underground pump station in OK which means seismic forces are small but existent. I am following ACI 350.3-06. In section 9.6, effective mass coefficient is defined and is a factor used to calculate concrete wall's inertia forces. I am having trouble understanding what it is...

@ KootK, I am interested in why you think the difference in shear center is not significant. Thanks!

Thanks kootk. Your #2 point is what has been hanging on my mind. What made you say so?

Thanks for your thoughts! One thing that has been troubling me is the offset between the wall centerline and the column/beam centerlines. (Since columns are 2' SQ and walls are 9" thick, and they are flush outside.) How would this offset affect shear-wall behaviors? I couldn't find anything...

This has confused me for a while. I have a concrete frame with beams and columns (2'-3' SQ). I am detailing concrete walls (9") flush with the outside face of columns. All wall reinforcement will have a developed hook in columns/beams. My question is: If I am only designing the concrete walls...

The addition of Mxy is from Wood-Armer formula. I believe it has been discussed on this forum before. This design method is based on Johansen's yield criterion. The yield line is the line about which plastic rotation occurs and across which the rebars in both directions are yielding across...