I'm looking at a set of plans right now that has a few columns that start on the second floor and go up from there. On the second floor plan, they just pointed at those and said "W10x33 COL UP." None of the other columns have labels, so the ones that start on the second floor clearly jump out at...
I've worked remotely about 1/2 the time for the last 15 years. I'm fine working alone because I've been doing this a long time. I work with several friends and colleagues remotely. They also have very long track records and decades of experience. That has worked out fine.
Thinking back to my...
It is not a reach that an owner would pursue a lawsuit over floor vibration. I've worked on multiple such lawsuits.
The AISC Specification Section L4 requires that vibration be considered, so it is a formal building code requirement for steel-framed floors. A wood floor with steel framing...
Vibration will likely control. If you don't check it for that, you're taking your life into your own hands, especially with a residential client. They're a lot more likely to be irritated and sue you.
The AISC Specification Section J2.2b(c) says "The minimum length of fillet welds designed on the basis of strength shall be not less than four times the nominal weld size, or else the effective size of the weld shall not be taken to exceed one-quarter of its length."
One more thing. There are some tee examples in the Companion Volume 1.
K.1
II.A-30
II.A-31
They demonstrate rotational ductility checks from Part 9. They also show the bolt eccentric shear check methodology.
The 16th ed. AISC Manual has a new part -- Part 12 -- on "Simple Connections for Combined Forces." It talks about some of the issues.
I'm leery of the approach you're proposing because:
If you leave the welds off the top of the tee flange, then your connection seems a lot like Figure 12-2(a)...
I wouldn't think about it that way. The applied stress, fb, is 3x lower than it would be if you had one 2x10. The allowable stress is the same as if you had one 2x10.
In other words:
1. Compute fb = M / S, where S is 3x the S for one 2x10.
2. Compute Fb' for one 2x10.
3. The triple 2x10 is...
Right. Current curricula might be a small part of it, but I'd bet the test is the explanation.
When I took the old Strl I and Strl II in the early 2000s, the Strl II was a crapshoot. They would ask seismic questions that required that you had used that exact seismic force resisting system...
Part of the answer might be that BS programs allow fewer electives now than in years past, so BS grads have had very little structural coursework.
30 years ago, when I finished my BS, I had taken structural analysis, reinforced concrete, prestressed concrete, wood, matrix structural analysis...
From what you've provided, it's hard to say, but the approach doesn't look correct at face value.
If you're doing this in SAP2000, then the following is what you need to do:
1. Compute the slab transformed MOI for bending parallel to the ribs. It should be in units such as in.^4/ft or mm^4/m...
I don't understand what you've typed. My best guess is you're trying to use SAP2000 to enhance or replace the calcs from the AISC Specification Section E3.
SAP2000's linear eigenvalue analysis should give you the elastic buckling stress. That's equivalent to Fe in Section E3, not Fcr like...
On a previous project, welded connections caused major problems because of this. We got very far into the process, and some connections were already welded in place. THEN, someone upstream realized the steel is a few decades old and had uncertain material properties. They started naming the...
In a moment connection, the shear connection can be designed for zero eccentricity. From the 16th ed. AISC Manual Page 11-4:
"Shear is transferred through the beam-web shear connection. Since, by definition, the angle between the beam and column in an FR moment connection remains unchanged...
Once20036, we are all human, so it's understandable to save myself time at the expense of someone that I don't know down the chain. In this case, the balance is pretty bad, so it causes the indigestion.
In the interest of being totally honest, the UDL approach is not a problem IF there is a...
Once20036, have you done any delegated design of connections?
I've used EngDM's method before. Very often it works, but I have had the EOR come back and reject what was done, causing (unpaid) rework under very tight time constraints. Even when it works, I wasted time adding all of those "EOR...