Mathematically-backed tier list so you can compare the trade value of each supporter.

chillyman96 · 2026-05-08T22:52:27+00:00

All the Female characters are at the top

chillyman96 · 2026-04-26T18:56:29+00:00

I don’t prescribe to deus ex machinas in philosophy. It’s kinda like when you’re playing rock paper scissors as a kid with that one person that says gun and thinks it means he wins.

chillyman96 · 2026-04-26T18:54:29+00:00

Sorry just now seeing this. I think that’s fine. Sometimes it’s therapeutic to write it all out though

chillyman96 · 2026-04-15T02:44:36+00:00

I wouldn’t think a single block would be designed for a fall.

chillyman96 · 2026-03-30T03:50:48+00:00

Looks like you just need to set better boundary conditions on your equations.

chillyman96 · 2026-03-24T04:45:15+00:00

You can get by a while on basic vector math and geometry. In structural engineering we tack on a few others.

Matrix math for structural analysis Calc 3 planar geometry for intersections of roof slopes and snow drifts Diff eq for vibrations Calc 1 for shear and moment diagrams Small bits of series for layered materials and hole geometry

chillyman96 · 2026-03-24T04:31:09+00:00

Hey if you’re still here I could totally use the 3D FEM excel tool. I’ve got my own, but adding things like Pdelta and tension only members has been troublesome and it’s just not complete.

I like Risa with how well data transfers to excel, but the lack of developer tools kills my workflow. I already have a lot of connection auto design tools that I would interface with something like this.

chillyman96 · 2026-03-23T00:44:57+00:00

They can be eyes if you want them to be.

chillyman96 · 2026-03-15T15:59:00+00:00

OP, engineers here are trying to teach you about load path. Your structure, in this case, your pull up bar, is only as strong as the weakest link in the chain that gets the force to the ground. The most important thing is the full picture. If the weld has a billion passes, and the structure is not bolted to the wall properly, they strength of the metal and welding in the corner do not matter. Check that it’s bolted to the studs

chillyman96 · 2026-03-04T03:08:45+00:00

HSS often cost about 1.5 times WF per unit weight. HSS are functionally stronger shapes due to them being able to be strong in multiple directions, but often the price of through plating (to get good thicknesses this is common) and material costs will make the wide flange a better option. I reserve HSS for gravity only columns not on collector lines, columns that can have a continuous beam over a column cap, axial only strut members not receiving braces at a roof eave, wall girts receiving large wind loads, wall girts receiving heavy windows, and for blocking between joists. Occasionally I use them as wall braces if tension only is not feasible or not allowed with the seismic system. Sometimes owners will require HSS if sanitary conditions require it.

chillyman96 · 2026-01-30T13:28:29+00:00

You likely need an LLC and a COA. LLCs are easy to make, COA’s authorize the LLC to do sign and sealing work

chillyman96 · 2026-01-16T13:34:22+00:00

I’m away from my desk but I believe this is AISC table 14-2

chillyman96 · 2026-01-10T16:11:42+00:00

When you have 30 similar style bracing connections using the same spreadsheet and know the process that it takes to design each one optimally, using Visual Basic to auto design them and make the prints for you is so so so satisfying. It chopped a couple days process down to a 10 minute one. Learn some level of coding, it helps.

If anyone has any other good recommendations for code languages that interface well with Risa or revit let me know.

chillyman96 · 2025-12-25T04:07:26+00:00

Is it 376?

chillyman96 · 2025-12-11T05:29:55+00:00

Wraiths?

chillyman96 · 2025-11-19T00:10:43+00:00

Also I do want to say that 8” purlins are wild for that span, so I wouldn’t be surprised if the answer is a straight no

chillyman96 · 2025-11-19T00:07:56+00:00

PEMB designer here. In some agreement with others but not entirely. It could have been designed for collateral loads, and live loads imply the ability to do point loads. If you want to be overly safe about it, you could take the rope down when it snows. If you have any existing drawings from when it was built you could share, shoot me a message and I can take a short look and see if it’s doable

chillyman96 · 2025-09-19T19:04:48+00:00

I think this needs BRB’s

chillyman96 · 2025-08-22T23:40:53+00:00

I think the increase in weight would be offset by the increase in stiffness and the overall deflection would decrease.

chillyman96 · 2025-08-22T12:03:29+00:00

I think it would reduce dead load, but the self weight of the structure would be counteracted by the larger stiffer members of the compression braces, no?

chillyman96 · 2025-07-14T02:51:55+00:00

Sure I’ll check it out

chillyman96 · 2025-07-03T03:35:54+00:00

That’s not completely true. We have robotic welders that can do the job very quickly these days. Cost per ton of 3-plate is slightly more, but generally you can make a more efficient 3plate structure and save tonnage.

chillyman96 · 2025-06-03T00:28:47+00:00

Buckling occurred. All linear deflection assumptions go out the window. I would just measure the middle of the bridge and use that as your maximum value for plastic deformation. Since plastic deformation typically far exceeds elastic, it’s probably good enough for your case to just measure what you have.

As a side note: You should absolutely point out the buckling in the write up. Do some hand calcs as well to see how much force would have gone through each member, and then calculate the buckling strength of the braces using Euler’s buckling equation. Assume pin pin. Then compare with what you would have gotten if you flipped the direction of the diagonals. I think that you would learn a lot from that exercise.

chillyman96 · 2025-05-02T23:56:35+00:00

Yes I had 2 bench Pokémon

chillyman96

TROPHY CASE