Consider the design of a suspended structure idealized in the attached sketch. The suspended structure is fairly rigid and suspended by 2 cables (or 4 in a 2x2 grid). How would one determine the natural period of such a system? Is it a simple formula containing the dimensions A, B, and/or C...
I have designed a guy anchor (reinforced concrete block) and some questions have been raised about the detail I provided. Please see attached and provide any feedback if anything jumps out at you. Thanks in advance...
I frequently design monopole-type structures with pipe-to-pipe splices subject to large reversible shear and moment loads from wind. I've attached a sketch of a typical connection with 2 options for the weld of the plate to the pipe. I'm looking for opinions: which is the better weld for this...
I am designing the column splices in the columns supporting a large free-standing sign. See attached sketch. All holes will be standard, not over-sized or slotted. Do the flange bolts need to be designed as slip-critical? If so, why? Thanks in...
I have tried unsuccessfully to justify the stud heights in 2012 IBC Table 2308.9.1. I have attempted to apply worst-case loading as described in 2308.2. I am performing ASD analysis of members using all of the applicable load combinations. I am calculating member capacities using the 2012...
I am designing a freestanding scoreboard with wideflange columns. The axial load on these columns is small compared to the flexural demand. I would like to design a bracing system (at 10 ft above grade) to justify an unbraced length of the compression flange of 10 ft. In order to design the...
As we all probably know by now, ASCE 7-10 includes basic wind speed maps for each risk category. So for a particular site, you would have one basic wind speed for a risk category IV structure, and a different (lower) basic wind speed for a risk category I structure. The basic wind speeds range...
When analyzing a weld group for out of plane loads, is it more appropriate to use the elastic section modulus (S) or the plastic section modulus (Z) of the weld group? Are there situations where S is appropriate and others where Z is appropriate? I'm not sure if this is relevant, but I'm...
When calculating Fw, AISC 360-05 Eq. J2-5 results in a higher value than Table J2.5 for fillet welds. As I understand it, the higher value reflects the fact that a weld is stronger when loaded transverse to the weld axis as opposed to being loaded in the direction of the weld axis. According...
