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...
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...
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 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...
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...
Hey all, I am a structural engineer. Recently I came across a geotechnical report where the elevation of limestone layer varies about 13 ft between two boring 150 ft apart. Is it normal? I would like to hear from other geotech engineers on this forum before I raise the question to our project...
Hi All!
I am designing a roof truss with HSS members. The truss spans 150 ft. I am modeling a duo-pitched warren truss. My preliminary results use HSS 12X8 for the chords and HSS 5X5 for the web members.
My question is, what is the economical, efficient way of connecting the chords and the web...
Hey all,
I am putting a closure plate at the top of a HSS column. I would like to make it water tight - thus seal welded. I am reading mixed opinions on seal weld strength here. The structure has roof deck and the closure plate need to be able to hold down the roof deck - the max un-factored...
There was an older tread two years back but was unfortunately was closed. See Roof Pressure in Design Wind Load Cases thread507-322346
It looks like ASCE 7-10 didn't do much more explaining than 7-05 did. In my view, it seems to be fair not to add the roof wind pressure up, but to rearrange...
Hi All,
(This post is moved from Structural engineering other technical topics Forum: thread507-364507)
I have a concrete roof slab with a few circular openings and rectangular openings, and it is framed into concrete walls on all sides. The roof slab needs to be designed for HS-20 (highway...
Hi All,
(This is my first post.)
I have a concrete roof slab with a few circular openings and rectangular openings, and it is framed into concrete walls on all sides. The roof slab needs to be designed for HS-20 (highway truck) loads. I am using Polygonal Meshing in STAAD to create triangular...
