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It sounds more like a legel problem than an engineering problem. I wouldn't feel uncomfortable for 3% overstress from engineering sense, but I will feel uncomfortable for this 3% overstress in court.

JoshPlum: Thank you very much.

Hi guys, In AISC, AISI codes and all other of my available structural books I only see the formulas for elastic flexural buckling force. No elastic torsional buckling force formula was found. Can anybody help me to find the formula for elastic torsional buckling force (or stress)? Thank you...

OK, I am wrong. I have always been believed that elevated slab has to be a monolithic slab. When I saw the phrase “construction joint”, I was thinking it means an expansion joints. That was where the mistake came from. Thanks guys.

cancmm, Thank you very much for your answer. I am not quite a real world concrete guy, however, I think there is no need to discuss the concrete theory. We all know it very well. What I would like to know is how in real world can that Construction Joints achieve flexural ability (I can accept...

To me sounds seismicpe is talking about slab-on-grade. I can't imagine how elevated flat slab with construction joints in the center of the span can work, how do bending moment or shear go through these CJ in elevated flat slab? If I am wrong, please help me to understand. Thanks.

Hi guys, I have a question need your help. About how many days do you allow a contractor to take away the form from a poured concrete foundation wall? The wall has no external load at all except its own weight, the contractor wants to take away the form the next day after the concrete is...

Berniedog: As I know, there is no such code that directly covers this issue, however, ASCE7-05 session 15.7.9.3.1 (page 171) covers the issue of increased lateral pressure of granular material on tank walls during seismic shaking, I think this is a good reference. Besides, this is an educated...

seismic effect will liquidize the soil which will make the soil active pressure on basement wall increase. The most conservative consideration is to take active Rankin's ratio=1.0 (like water). the actual Rankin's ratio will be somewhere between the active Rankin's ratio without seismic and 1.0.

Thanks guys for your answers. I raise this question because I have seen some structural engineering design reports in which when checking the anchor bolt pull out (or concrete breakout) strength, they neglect the structure dead load (either because it is unknown or it is minimal), and only wind...

ASCE7-05 Table 6-4 says: Directionality Factor Kd shall only be applied when used in conjunction with load combinations specified in 2.3 and 2.4. This Directionality Factor Kd basiclly reduces the wind load value. I can see its reasonablity by using reduced "W" when calculating combined...