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  • Users: SocklessJ
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  1. SocklessJ

    Cutting openings in Hollow Core

    I need to put some new 18" wide openings in a precast hollow core mezzanine at a manufacturing facility. The planks span nearly 50'. Here's what I'm thinking: Option 1: FRP Since I'll need to cut strands, I assume an FRP overlay could restore the lost moment capacity. However, I don't have...
  2. SocklessJ

    Roof step w/ ribbon window

    I have a new steel building with an 8’ roof step. The wall is CFS with metal panel cladding, and runs parallel to the joists. It’s also offset from the gridline. There’s a 22’ wide ribbon window. 1. What’s the best way to support the wall? I could: a. Bear the wall on the roof deck. I haven’t...
  3. SocklessJ

    Tall brick veneer lateral support

    I have a single-story, steel-framed building with a 24' tall high roof. The exterior non-bearing stud wall has a brick veneer, and I'm wondering the best way to handle the deflection from wind. Is it reasonable to put this all on the cold-formed delegated engineer? Per SSMA, this could...
  4. SocklessJ

    Steel deck diaphragm with all braces at interior

    - Single story building, 150'x200' - Vertical system: Steel roof deck, bar joists, wide-flange girders, HSS Columns - Lateral system: steel roof deck diaphragm, vertical braced frames (R=3) With windows across the front wall, I planned to shift that line of bracing back a bay to avoid a...
  5. SocklessJ

    Laced Crane columns

    I’m working on a high-bay industrial building with a bridge crane sitting on laced columns. Strength-wise, relatively small sections work, however, AISC DG7 recommends limiting the inward movement of runways toward each other to 1/2”. This results in extremely heavy column sections, since...
  6. SocklessJ

    Poor mans joist hanger

    I recently had my deck rebuilt, and the contractor used 2x2 ledger strips instead of hangers to support the joists (2x10s @16”, 14’ span). To my surprise, my jurisdiction still allows this inferior detail. After spending so much money, I hoped for something truly robust and was wondering what...
  7. SocklessJ

    Lateral loads from large RTUs

    I have been tasked with adding a large 2-story RTU platform to the roof of an existing steel building. This roof is made from structural steel shapes, which are sloped for drainage. The units are quite heavy (60 kip total), so I intend to attach to the existing columns by welding thick cap...
  8. SocklessJ

    Industrial stair rules of thumb

    1. Does anyone have any rules of thumb for industrial stairs with grating treads to avoid vibration problems? I've heard C10X15.3 min for stairs with horizontal spans between 15 and 20 ft. C12X20 for anything over 20 ft. 2. Also, does bottom flange bracing (i.e., diagonal L2X2's) help...
  9. SocklessJ

    Removing interior gable-end wall

    My experience is in steel structures, but this question has to do with my house. My living room has a cathedral ceiling, which intersects the main house at the gable end (see attached sketches). I’d like to open the wall between the living room and dining room. While my knowledge of light...
  10. SocklessJ

    Chevron braced frames - out of plane behavior

    I’m designing an industrial structure (no diaphragm) with some chevron, vee, and multistory-x braced frames, and would like to better understand how they behave out-of plane. For the beams, I’ve set my weak-axis unbraced length for compression to the whole length of the beam. Infill beams are...
  11. SocklessJ

    Process structure seismic design

    I’ll soon be designing an open steel tower to support a heavy reactor and other process equipment. The reactor is supported by the tower, via a support ring at its mid-height. ASCE 7 states “where the mass of the operating vessel or vessels supported is greater than 25% of the total mass of...

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