Recent content by KZSteel

Hi all, I've modeled a fairly complicated building in SAP2000. The diaphragms are not continuous throughout the lateral system, and individual plates are instead connected through flexible bridges that transmit lateral forces to the floor plates that are connected to cores. I'd like to get the...

All, The principles and senior people at my company are in agreement with what has been proposed here: Restraint shrinkage cracking. And we agree the issue is repairable. Re-running the numbers on this area showed there should absolutely be no issue with crushing. As was mentioned, there...

TXStructural, I had considered that, but there is no visible damage to the column below the main floor slab, it's just the toe of the wall that is showing damage. The junction between the walls and the 2nd and 3rd level beams is also in good shape.

I'm not certain why the links didn't work, but here are the URLs. Elevation sketch: http://files.engineering.com/getfile.aspx?folder=8dc56199-a12f-41bc-a97d-b13f10b3df6d&file=elevation_sketch.pdf Elevation photo...

I'm having an issue on one of my projects, and I'd like to get the community's input. Let me outline the problem: A 250mm wide cast in place wall appears to be failing under just dead load. It supports a small tributary area on two levels. Two deep beams frame into the wall at its end, but do...

PicoStruc: My issue is that I believe if not properly laterally braced (via a tie of some sort) I can't rely on bars to act in compression. I'm thinking that spColumn knows this, but erroneously believes there to be ties in my shear wall model, thus allowing all those bars to be activated in...

Hello All, I am currently using spColumn to analyze some shear walls to develop interation diagrams. I'm analyzing them as irregularly shaped "columns" within the program. My issue is with the confinement properties that I believe spColumn is applying to the wall - is it allowing distributed...

Hi All, I have 2 questions regarding concrete corbels. Background: The project I'm working on calls for a continuous concrete corbel along a foundation wall for a precast cladding support condition. Since the "corbel" is very long, the contractor doesn't want to have to put miles of ties...

I'll give that a whirl, thanks slickdeals.

That's kind of what I'm doing right now... still, there has got to be a way to model a standard roof deck, otherwise it seems like a useless feature of SAP. KZ

Does anyone know how to accurately model non-rigid roof decks in SAP2000? Specifically, I am trying to model 38mm Canam P-3615 roof deck. Here it is: http://www.canam-steeljoist.ws/www/v4/ecanamj.nsf/steeljoist/tablier#steeldeck How do I set the property/stiffness modifiers when defining a...

Yes, but in the AISC Manual, the exact equivalent of table 3-27, has a note that says "Special Case: (Load not in plane of weld groups) Use C-Values for k=0" And shows a diagram exactly like the diagram portraying the shear tab case in the CISC Manual table 3-34; a pair of vertical welds with a...

I'm trying to find the resistance of the welds on a shear tab. Table 3-34 of the CISC Handbook seemingly gives me exactly what I am looking for, but I have also seen the resistance calculated by using table 3-27 and setting k=0. This is what is done in the AISC Manual. Unfortunately, I do not...

Quick question: When designing steel connections, it is generally always assumed that the threads of bolts are intercepted by the shear plane?

connectegr, Thank you for the file, it helps alot, but I am wondering why eccentricity is factor for the bolts. AISC 13th Ed Manual states that eccentricity can be ignored in standard and short slotted holes, and my connection falls under all other connditions for this, but instead of direct...