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  • Users: UTvoler
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  1. UTvoler

    ACI-318 Anchorage (Ninjas apply here)

    Hello all you ACI anchorage experts! I am soliciting for opinions on a fun one: I have a round CIP concrete building column supporting three W27 cantilever outrigger beams (supporting a massive ornamental stair). The outriggers will be connected to the column via an embed plate (see attached)...
  2. UTvoler

    Fabricated Steel Form Questions

    Hello all you concrete form experts! First form design here for a valued client, so I can't say no. The forms will be fabricated from sheet steel, to pour a ~ 43-ft long concrete mass varying from 6'-10" high to 3'-4". See attached sketch cross section. A couple of rookie questions: -I think...
  3. UTvoler

    Glulam Beam Rotting from the Inside Out??

    Hello friends and experts! A water park facility that I do some consulting work for has some issues with rot in a few glulam beams. The building structure is glulam framing with a transparent panel roof. The beams in question are horizonal girt members located in the eave of the roof, ~16-ft...
  4. UTvoler

    Lag Screw Capacity w/ Shear and Bending

    Hi All, See attached; what do we do with case where a lag screw is loaded in shear and bending? Thinking of something like a kneewall clip or handrail bracket; does the load have to resolve to shear and tension only in the lag such that there has to be some component of compression on the...
  5. UTvoler

    Liquefaction Potential Analysis - Who Decides It's Required??

    Hi all, First project on the NC coast coming up; all my projects have been inland thus far. Project is in flood Zone AE with finish floor above the flood elevation, so at the beach but not underwater. Geotech asked if we needed a liquefaction potential analysis, to which I responded "huh??" I...
  6. UTvoler

    Load Path - Roof Diaphragm to Shear Wall

    Say the attached is the upper part of a wall section (cut on the long side) of a 50' x 30' rectangular single-story building . There is a 15-ft long shear wall in the middle, so collectors are required to get the diaphragm shear into the shear wall. There is a magnificent parapet, which is...
  7. UTvoler

    PEMB: 240k Kickout Tie-Beam

    Hi all! I am working on a PEMB with a 200' clear span, with factored horizontal reactions of 240kip at the baseplate. I am really struggling to get this magnitude of a shear reaction into the the pier and then transferred into the tie-beam. To make things extra fun, I have two frames where my...
  8. UTvoler

    Monoslope Roof - Resolving Lateral Loads into Diaphragm

    Howdy. I am working on a commercial building with a monoslope roof that is 16' tall at the high end (see attached). I'm looking for thoughts on how the lateral wind load from half the supporting wall and the 16' tall truss end finds it's way into the top chord sheathed diaphragm. If I direct...
  9. UTvoler

    Wood Shear Wall - Prefab Panels/Common Framing Members

    I have a wood-framed commercial apartment building in which the contractor stick-framed the first floor walls, and then switched to offsite/prefab wall panels for the remaining four floors. The prefab shear walls were sheathed offsite, and most of the shear walls were too long to be fabricated...
  10. UTvoler

    Timber Truss w/ Rotated Purlins?

    Hi all, Working on a little single story clubhouse, and the architect want's to incorporate timber trusses ~10-ft O-C. He's showing purlins spanning across the top; we could block between them at the trusses to provide rotational resistance but that seems to be a bit of a long span. We have...
  11. UTvoler

    Shear Wall Panel Width at Boundary

    SDPWS 4.3.7.1 states “Panels shall not be less than 4’x8’ except at boundaries and changes in framing”. Is anyone aware of any further Code guidance in what a minimum panel width may be at a boundary? If a wall is 9-ft tall, can the contractor install (2) 4' panels and (1) 1' wide strip at top...
  12. UTvoler

    Code Value For Cut Nails?

    I have a situation where a wood framed structure (2x6 studs at 16" o-c, 2x6 top/bottom plates) was built with interior load bearing walls that were fastened to slab with masonry cut nails about 32" o-c. The inspector has asked for verification that no other fastening (i.e., bolts) are required...
  13. UTvoler

    Chopped up Diaphragm?

    Hi all, I am getting pretty heavily involved in hotel structural design, both as EOR and as delegated designer for a cold formed steel (CFS) supplier. I am starting to see, and being asked to design with CFS. The current approach is utilizing CFS floor framing, CFS load bearing (and sometimes...
  14. UTvoler

    CMU Disintegrating

    Hi all, this is my first post here. I was asked to inspect the CMU foundation wall in a small single-family home (I'm a licensed PE, practice structural engineering for 14 years) due to some "deterioration" in the CMU. The wall was 6 courses tall, with about 4-5 courses below grade, with 1...
  15. UTvoler

    model a semi-fixed base plate??

    HI all. I am trying to model a partially fixed baseplate. I would assume the way to go about it would be to set the boundary condition with X and Z rotation to spring? If my moment capacity on the base plate/anchor connection is about 60 k-in, how does this convert to k-ft/rad?? Thanks in...

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