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Igrkn, I just stumbled on this thread. I too am from MO and just took the SEIII exam. What did you think? I signed up last minute and didn't study much....had some time issues w/ the first portion. I took it because I am actually on the NCEES structural exam committee and won't be able to...

Me neither. Hence my post. The geometry and stress distribution is quite simple if you assume P/A + Mc/I stress distribution. It is relating this to the allowable bearing capacity. I consulted the rock column engineer and he told me that the allowable bearing capacity (he is providing) is...

Maybe a misunderstanding from my last few sentences... You can determine the stress distribution caused by the footing (as a triangular load), however, there is no current method for determining the ALLOWABLE BEARING pressure at the toe for a soil loaded w/ a triangular distribution. That is...

See Bowles 5th Ed. Section 8-10 and Figure 8-13 to understand my comment about method of analysis and uniform load distribution. The actual distribution is of course triangular (P/A + Mc/I for rigid members). However, stability can be assessed similar to a concrete strength design analysis...

I haven't opened your file, however, remember that when you translate that moment (created from the diaphram force and center of rigidity) to the shear walls, you need to find the polar moment of inertia of all of the walls. (All of the shear walls in each direction will resist this moment)...

Thank you all for your input. Especially the experienced geotechs. Sometimes the soil structure interaction gets hazy for us structural guys (like me ;)). I misspoke about the soil treatment. They are actually using stone columns. Although they are similar to geopiers, it is my...

I used Risa Footing and placed 70% of the moment in each direction (to get a resultant at 45 deg.). I did get a footing that is 9" wider. Bearing controlled. Over turning was plenty OK. Thanks for the tip.

I would think that overturning about the corner wouldn't control as the diagonal is a longer dimension. I have not seen any examples that check this case? How do you resolve the soil stress at the corner where there is a three dimensional triangular load? At this point the contractor would...

Thank you for the responses. I appreciate your confidence :) There is a line in the text of Bowles 5th Ed. Section 8-10.2 "Eccentricity Out of the Middle 1/3 of a Footing" that states "...Note carefully that qa is estimated by the geotechnical engineer. There is no current method to compute...

I am designing a tower crane footing for the construction of a parking garage. As expected, I have a large moment on this footing. The resultant falls outside the middle third of my 18'x18'x5' thick footing. I know this is generally undesirable, however, I performed (and passed) the following...

I recently retrofitted a pre-engineered building by adding another frame line (and breaking the span of the purlins). The new frame lines were then carried to the existing columns. This eliminated strengthening the frames. Only the columns needed retrofit. cldea8

We had a 28 psf snow/ice here in Mid-Missouri on Dec 1st, 2006. I investigated a lot of damage throughout the state--full collapses, large deflections, plastic deformation, buckling columns, sustained rotation (I wish I could attach pictures!). 90% of the observed damage was in pre-engineered...

Really? I am sure it is something you have had for quite a while and you wouldn't know where to purchase it? Does it contain the 'rules of thumb' I read about online? It is good to know it does exist anyway...

Pkass, How would you deal with the seismic requirements...differences in stiffness and period? That may be counter productive. I am in Missouri (one of the highest seismic zones in the nation) so I naturally gravitate to those requirements. It may not be an issue @ this site or w/ this code...

If you are talking about thrust and hairpins, we have done some research on the matter. We try to use hairpins where we can to carry the thrust into the SOG. Our biggest question became when to use cross-ties from column to column. It seems there is a point (at some thrust magnitudes) where...

I think it can be done. We have looked into the story height issue w/ wood and found that it basically depends on local fire and building code (provided you are not restricted by your site seismic class). In one instance we traced it back to whether or not the local fire department had a...

oops...their LICENSED engineers should carry...

UcfSE, Thanks for the response. As you know cold-formed steel design is almost always deflection controlled. In most states it is not required to be designed by an engineer. Therefore, architects with cursory knowledge of structures are specifying this clip. I also found, in my many phone...

jike, Thanks for the response. I agree with the bypass studs. We do a lot of EOR jobs and the work we do on the contractor side definitely makes us more attentive to such situations. During our early discussions w/ the architect/engineer (AE firm) about this problem there was a strong push...

I have modeled shear walls using spring constants and have had success verifying hand calculated story drifts. I typically calculate my deflection (by hand) of each shear wall with a 10 kip point load. I translate this into a rigidity (1/deflection) and then use this value on a spring constant...