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  • Users: JoshH726
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  1. JoshH726

    ACI 360 SOG Clarifications

    Two parts: 1) Curious how others define slab on grade edges with regard to concentrated wheel loads. For discussion purposes, assume a slab on grade with fiber for crack control only and provisions of ACI. Would you consider loads adjacent to interior control joints as an “edge”? How about at a...
  2. JoshH726

    1930s Era Precast Concrete Roof Panel

    Attached is a photo from a site visit before the holiday. I have a roof deck that appears to be fluted concrete. One of the flutes was embossed with "InLand". Anyone familiar with what type of product this would be? I'm looking through SlideRuleEra's Featherweight Concrete Insulating which...
  3. JoshH726

    Cantilever(?) Wood Sill Plate

    I was provided the attached figure considering for single story, lightly loaded (SDC A, 115mph wind) wood frame office building. My initial concern is uneven bearing stiffness between the concrete and insulation would lead to cantilever or cross grain bending in the sill? This is similar to...
  4. JoshH726

    CMU Shaft Wall Wood Ledger

    4-story wood frame structure in upper Midwest (no seismic) with interior CMU shaft walls 8’x10’(away from exterior walls) for small MRL elevator. CMU shaft wall is not being relied on for lateral resistance. Shaft wall is at the intersection of perpendicular corridors 6’ wide framed with 2x...
  5. JoshH726

    PEMB Unbraced Length Question

    Reading through the rafter with fly brace thread, I'm still hemming and hawwing on a condition in the attached. I may have dove too deep and the lack of oxygen is turning off my brain. Please see attached and share your thoughts on the unbraced length for flexure of rigid frame member where...
  6. JoshH726

    Repurpose Cambered Steel Beam

    Working through design of a 48' span assembly loaded (100 psf) non-composite mezzanine beam with 1-1/2" metal deck and 3" nw concrete slab. Contractor has a W30x148 in a yard with a 3/4" camber (W30x99 works). Based on analysis using the W30x148, there is 0.6" of dead load deflection for the...
  7. JoshH726

    Code Required Roof Sheathing Bonded by Exterior Glue

    Interesting comment I received from a local reviewer for a small single-story wood frame building: "MBC(2015 Michigan Building Code)2304.8.2 [IBC2012 2304.8.2]. Structural roof sheeting(sp). Glue top chord to underside of sheeting(sp)." Has anyone seen this enforced, done, etc? Conversely...
  8. JoshH726

    Shorter Building Next to Now Taller Building?

    Looking at the attached photo, if client wants to add 2 stories to the stone building on the left, who's responsible for the new drifted snow (pg = 60 psf) for wood facade building on the right if they’re owned by separate business...
  9. JoshH726

    Stud Wall Stability With Scissor Truss

    Considering a standard scissor truss bearing on a 2x wood stud wall, how is stability of a pinned-base wall maintain if using a sliding clip, such as Simpson TC, to relieve lateral thrust from the truss under load? Reading through the previous threads, I have not read a consensus. If a diaphragm...
  10. JoshH726

    IBC 1605.3 Exception 1 -> 0.5W or 0.5(0.6W)?

    When evaluating crane loads in combination with wind and snow per Exception 1 of the ASD load combinations of IBC 1605.3 (2012 or 2015), do you take 0.5W? or 0.5(0.6W)? I've went back to IBC 09 which had the 0.5W, so I wonder how the clause survived the great galactic shift of 7-10? Thanks in...
  11. JoshH726

    Wall Panel Vertical Load Distribution

    I'm trying to verify load distribution through a wall panel. Say I have a portal frame with distributed load. Moment makes sense. Now if I take the same load applied on top of a wall panel, the resultant moment to a beam supporting the wall panel is much less than anticipated. Where is the...
  12. JoshH726

    Necessity of NCEES Model Law Designation

    Is NCEES model law designation MLE or MLSE worth the time/effort/$$$? Their website claims it helps to expedite comity applications, but I thought that was what the council record was for? Anyone have any advice if it's worth pursuing or perceived/realized benefits? Or is it just a quick way for...
  13. JoshH726

    Depth of Crane Beam Bracing

    Evaluating a 5T crane beam originally installed mid-1970s. Running through preliminary numbers, I'm discounting the bracing shown as any type of App. 6-level bracing. Unfortunately that eliminates all capacity in the system. App. 6 says bracing at or near the compression flange, but I don't see...
  14. JoshH726

    Unbalanced Snow LRFD Combinations

    Haven't seen threads addressing this, so I thought I'd throw out the following: Reading through the exceptions to ASD and LRFD load combinations, I noticed that SD load combinations include unbalanced snow load with 0.5W, but reading the same exceptions for ASD load combinations, unbalanced...
  15. JoshH726

    ANSI A58.1-72 Wind Load Provisions

    Can anyone share the wind load provisions of a58.1-72? Or provide a link where to purchase the full document. Slideruleera's website has links to the 73 ICBO and Google was unsuccessful for the 72 version. I can find the 55 edition which wasn't as helpful as I thought. I have a PEMB that was...
  16. JoshH726

    AISC DG 16 Yield Line Patterns

    Say you have a 12-bolt (6 either side of web, equally spaced) flush moment connection as the rafter/column connection of a PEMB. Is there any reason you cannot update the yield line pattern of AISC DG 16 Table 3.3 to account for the presence of the additional bolts? Is this a common occurrence?
  17. JoshH726

    Torsional Properties in Wide Flange with Channel Cap

    Does anyone have a way to calculate Wno and Sw1 in wide flange beams with channel caps? This paper with provide a user with J and Cw, but I'm looking to determine Wno and Sw1 for warping and normal stress, and I can't seem to figure out how they would be derived. Thanks in advance.
  18. JoshH726

    Use Concrete Pier in Residential Soldier Pile?

    For a small residential soldier pile design (wall height is 6ft) at a site that is all sand, is there any benefit in not providing a concrete base extending the depth of the required pile embedment rather than using just a wide flange or h-pile? Thanks in advance
  19. JoshH726

    Concrete or FRP Jacket for Spalled Pier

    Please see attached photo. I've been asked to evaluate options to retrofit the existing piers of an exhaust silencer at a petrochemical facility. Original design was the one 3/4" anchor centered in a 12"x12" pier 4'-3" tall on a mat foundation. Original design was (4)-#5 bars at the corners with...
  20. JoshH726

    "Standing" Brick Foundation Wall

    Has anyone encountered an instance where row of "standing" bricks is placed above a poured concrete wall? I was given this picture today and asked to review tomorrow. Can't say I've seen this before. But any thoughts would be appreciated. It's a single family, 2-story home built in the '30s...

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