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I don't know that I understand what you mean. I understand the screeds are calculated along the beams and edges of deck. I know the offsets from the horizontal curve need to be calculated to account for the superelevation or cross-slope, whatever the case might be. I also understand that the...

I'm designing a superstructure replacement, and we have a curved alignment with straight beams in the first span with the curve terminating at the center of pier 2. Although the beams have not undergone final design, I am a little hung up on how we are going to do the screed elevations. When I...

The below is essentially what we are looking at. In the center of the structure, there is a fire pit with a chimney that vents out of the top. The weathering line is where the member would be spliced. At the bottom are inclined concrete pedestals with steel bent plates that retain the base of...

At this point, I wonder if the simplest option isn't just to sister either side for the entire length of each member and provide enough fasteners for load transfer throughout the whole length. The bottom main member on each one could be replaced, and you would still get continuity with the inner...

phamENG: That was the original intent. We aren't working with an architect at this time, but the structure was originally drawn by an architect and then engineered. The working idea was to cut off the structure below the edge of the roof, which is where the weathering line is located, and...

Based on my initial design, uncoupling the moment between the top & bottom bolts and designing for the greater of the resultant force of that moment or the largest magnitude of the tension or compression & shear, I ended up with 3 rows & 3 columns of 1 in. bolts. If other fasteners were used...

jayrod12: Thank you for the response. That may ultimately be what the park decides to do after we've given them a recommendation. The members being replaced are really beam columns, where all of the members are inclined up together to form essentially a wooden teepee with a roof on it. I think...

I am currently designing a repair for a wooden structure located in a park. The wooden member being repaired is composed of (2) 2x12 timbers with 1/2" plywood in the middle that has deteriorated due to the flashing coming off and the prolonged exposure to moisture. The repair would replace the...

That seems to make the language in the AISC SCM a little bit more clear, but I may just have to go through and check the individual criteria and go from there with reference to the Chapter E commentary.

I don't know how I would include the lattice plates/lacing bars in the calculation of the radius of gyration since the cross-sectional area of those piece is changing in position along the length. My intention was to neglect those members in that calculation. I would prefer not to have to treat...

I am currently performing the structural analysis for a historic Warren truss bridge. The top & bottom chords are straightforward being effectively a built-up channel and two angles connected by lattice plates (in tension) respectively. The interior diagonal members, like the lower chord, are...

The graphic makes a lot of sense, and I agree with your interpretation. That would make sense, too, in the case of a glued laminated panel system that was comprised of staggered pieces where the core pieces were not edge bonded before the laminations were bonded. Really appreciate the answer. I...

Hi, I'm designing a structural glulam softwood deck using NDS 2015 Table 5A in its Y-Y axis. When I looked at the Shear Parallel to Grain value, footnotes 4 & 5 are implicated, but I'm having trouble understanding the applicability of footnote 5 and what exactly it means. If I'm using a glulam...

hardbutmild, the only way that could be accomplished would be to clamp the plate onto the bottom flange. The HSS tube section is 6 inches wide, and the bottom flange is 8 inches wide. That only leaves an inch of plate between the edge of the tube and the edge of the flange, which would not...

sdz, here is the connection in question: On one side of the connection, the beam cantilevers. On the other side, the beam spans over to another column and connects with a similar cap plate connection.

Hi, I'm designing a lobby addition to an existing building in a non-seismic region using structural steel framing. Within our design group, we have been having a debate. Each of the columns is designed such that it is fixed at the base. Since the lobby is only one story, we are seeking to...