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BAretired, are you saying to discontinue the glulam beam and frame this into the column (extending the column up to the bottom of purlin)? Or, providing some type of "saddle" connection in order to keep the beam continuous? Thank you.

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...

Sorry, I am referring to the checks for E1.6b in the AISC 341 specifically for the web stiffeners and web plates. My thinking is I do not have to apply 341 if I am using steel systems not specifically detailed for seismic.

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...

Many thanks, RiverBeav. The document looks to be very helpful. Thank you!

The overall height of the veneer is about 38'. FiverBeav, what type of connection detail do you use for your HSS header/jamb connection? I have done this in the past and am going to go this route for this project.

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...

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...

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...

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...

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...

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...

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...

The owner wants a fabricated connection to make the base look more attractive.

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...

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...

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...

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...

Thank you for the replies....most helpful! Have a great day.

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...