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  • Users: braves25
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  1. braves25

    Lateral brace at glulam over column

    Hello all, I have a roof structure consisting of glulam beams supporting roof purlins (bottom of purlin is connected to the top of the glulam beam). Glulam is 6.75"x21". Left end of glulam is cantilevered over a beam a distance of 3'-4". Right end of the glulam is cantilevered over a beam a...
  2. braves25

    Steel systems not specifically detailed

    Quick question: If I am using the resisting system "steel systems not specifically detailed for seismic resistance..." (R = 3 and SDC = C) does this allow me not to have to check for seismic connections (ie. E1.6B, for web plates)? I believe this to be the case, but wanted to double check and...
  3. braves25

    Veneer shelf angle and large openings

    I have a two story building with brick veneer. Arch wants a shelf angle at the top of the second floor windows. Most windows are 15' wide, so I am using a HSS header and jamb system at these openings and will connect my veneer support angle to the HSS header. However, I have some openings...
  4. braves25

    Tilt-up insulated panel opening

    I have an insulated tilt-up panel with openings for doors/windows. It is my understanding for insulated panels that the insulation extends to the edges of the panel due to thermal issues. When I have an opening, how is the outer 2.75" of "non-structural" concrete (and insulation) supported...
  5. braves25

    Tilt-up panel deflection and Enercalc

    Hello all, I'm designing a 20' tall tilt-up wall (joist bearing at 20') and am using Enercalc's concrete slender wall to run the calculations. Info: wind load = 20 psf. Joist at 6'-0" O.C. Loads from joist: DL = 1.5k Snow = 2.3k There is an option for "Analysis Settings" for the Ieff...
  6. braves25

    Weld symbol type? Grinding Flush?

    Hello all, Please see attached sketch. I am needing to weld a HSS4x4x5/16 beam to a HSS4x4x5/16 column. The arch is wanting a flush weld. So that I actually have some "throat" thickness left after grinding, I was going to bevel the ends of the HSS beams so that when everything is ground...
  7. braves25

    Balcony framing with continuous brick veneer

    Hello all, I have a two story wood framed building with brick veneer from foundation to top of parapet. There are several locations where I have a 6' balcony at the second floor. Any suggestions/thoughts on how the framing of the balcony and the continuous veneer work at the exterior wall...
  8. braves25

    Stud wall design under window

    Hello all, See attached picture of what I am referring to here. How do y'all go about designing the portion of wall under the window? In the picture, the two windows at each side of the main entry, I would typically design the sill to transfer the wind load to each jamb. However, where the...
  9. braves25

    Moment splice at ridge

    Does anyone know of a good design example for a moment plate splice at the ridge of a pre-engineered metal building. I see the example of a moment end plate connection in the AISC, but was looking for an example of a back to back bolted plate connection at a mid-span condition. Thank you and...
  10. braves25

    Wood light pole base

    Hello, Has anyone designed a light pole base for a wood poll? I have a 14' wood post (8x8) with a single fixture a the top. The owner wants a concrete footing (drilled pier or square, I don't think that matters to them) and a fabricated steel base connection, that is connected to the wood...
  11. braves25

    Load bearing wall on existing concrete slab-on-grade

    I have an existing slab-on-grade (a pre-engineered metal building), I'm not sure of the slab thickness at the moment. We will be adding a new wall which will be a load bearing wall. Total load about 700 PLF. With this being a PEMB and near an existing frame line, I'd rather not sawcut the...
  12. braves25

    1.25" hole in existing metal building frame column and portal column

    Hello all, I am needing to drill a 1.25" dia. hole thru the web of a metal building main frame column and thru the flanges of a portal frame column. My attempts to avoid this issue failed. There is no "give" with regards to hole placement. Portal frame flange is 8" wide....I have 3.5" from...
  13. braves25

    Load reduction for single span floor deck

    Hello all, In looking at typical floor deck (non-composite) load tables, these are for a three span condition. Footnotes call for a load reduction for a single span condition. Question, is there a simple "reduction" factor to be applied to the table loads for double and single condition...
  14. braves25

    Light Pole foundation design

    Question regarding EPA and loads to foundation. Let's say I have a pole with several fixtures each with their own EPA. When designing the foundation, would I calculate the wind pressure for my location (say 25 psf) and then would I take this wind pressure and multiply it times the EPA of each...
  15. braves25

    Field weld vs. shop weld

    Hello all.....when determining the capacity of a field weld vs. a shop weld, is there any additional safety factor to be applied to the field weld? I have always been told to provide an additional 2.0 FS to any field welds; however, I cannot find any documentation of this. Would a field weld...
  16. braves25

    Side face blowout

    I have read several posts about this but have not seen anything to help with using reinforcing to resist this failure mode (or I just missed it). I have a circular pedestal with 1.75" dia anchor bolts. 40" embed. I do not meet the 6do to satisfy the side face blowout. I cannot make the...
  17. braves25

    F1554 high strenght anchor bolts (capacity table)

    Hello, Does anyone know of a table I can reference to get tensile capacity for a given anchor diameter? Specifically, I'm looking for F1554 (36, 55, 105) anchor bolts for a high uplift load. Thanks!
  18. braves25

    Serviceability ASCE7-10 appendix c

    Hello all, I am needing to check drift for my structure and am looking at appendix C to use a "reduced" 10 year wind load to calculate drift. My normal wind speed is 115 MPH per figure 26.5-1A. I am using ASD load combinations (2.4.1). From figure CC-1 for 10 year wind, the wind speed is 76...
  19. braves25

    Mastic for steel column/base plate protection

    Hello all, We typically call for the column, base plate, and anchors to be coated with mastic when below grade for corrosion protection. Does anyone know of a good product for this type of application? We generally just leave it up to the contractor, but I am being asked to specify a specific...
  20. braves25

    Helix micro-rebar

    Has anyone used this product in your foundation design? Specifically, in the spread footings. Is it allowed per IBC and can it replace 100% of the required rebar? Thanks and have a great day.

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