Hello all. I've been asked by a roofing contractor to assess an existing roof structure that is unlike anything I've ever seen.
The building was originally constructed as a high-school gymnasium in metro Atlanta in the late 1950s or early 1960s. It is oval in plan and appears to be a...
I’m at my wits’ end. There’s GOTTA be a “simple” formula or tables for the reactions on a 3-sides pinned, 1-side free rectangular flat plate. I know how to calculate maximum stress and deflection, but I need reactions under a uniform load. Please help.
For lag screws into the top of a multi-ply wood beam, must one account for the minimum edge distance of each ply i.e., must the lag hit near the center of an individual ply, or can they be placed 1.5D from the edge of the whole beam, even if that means they hit too close to the edge of a ply?
I have an opportunity to help out a contractor friend. Without going too deep into why, they need to remove the face shells from an existing reinforced jamb and replace them with ground-face block (see attached photo). The EOR is concerned that doing so will create a cold joint and prevent...
I have a steel roof truss with top and bottom chord members fabricated from W12x96 shapes (A992 steel). After erection, but before roof decking was installed, there was a crane accident which resulted in the 1-ton overhaul ball swinging around like a yo-yo and impacting both the top and bottom...
I'm going to post this in both my favorite home improvement forum and in my favorite engineering forum because at least 5 of you guys are going to come up with a better idea than I've though of. This is my house, so it's my nickel.
See the problem...
We are starting design on what is mostly a fairly straightforward light industrial building - steel frame, metal panel skin, etc.
One of the pieces of equipment that will go into this building requires a 10' square x 40' deep shaft. This is outside the range of anything we've previously done...
I've searched here and in a ton of literature, but I can't find a definitive answer to my question.
I have a building in which the columns receive only axial gravity loads (no significant moments or net uplift). The erector is installing the columns per our typical details which call for 3/4"...
I have a warehouse/industrial building that is load bearing tilt-up with joists and metal deck. ASCE7-05 12.11.2.2.4 disallows the use of the deck as the continuous tie between diaphragm chords in the direction perpendicular to the deck span. This makes perfect sense, as the deck would buckle...
A client of mine has asked me to look at a stair railing with a rather unusual design. In trying to break it down into simple parts, I need to check the bending strength of a 3/8" x 1 1/2" rectangular bar about it's strong axis.
AISC 13th ed., section F11.1 covers yielding for rectangular bars...
