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For starts, there's NO stable version of windoze, but Win 98 SE is the least of the evils for small systems. For anything bigger, you have to go to Win NT or Win 2000. Also, it's funny how anyone can think that Linux has any catching up to do with Win. The system is great, fast and stable. The...

Clough & Penzien / Mario Paz are also good books. Abhijeet Oundhakar Design Engineer Rashid Al Owais Engg. & Consulting Sharjah, UAE

If you have exposed the wires anyway, why not simply tension them and have anchorages in chases cut in the sides of the pile caps? Abhijeet Oundhakar Design Engineer Rashid Al Owais Engg. & Consulting Sharjah, UAE

I recall using the French code of practice BAEL (beton armee etat limite), and adding half of Mxy to the absolute values of Mx and My. Abhijeet Oundhakar Design Engineer Rashid Al Owais Engg. & Consulting Sharjah, UAE

Dear Kags, From your STAAD analysis, you will get bending moments and direct forces per metre length at each node of each element. You could resolve these in two perpendicular directions, and then design the reinforcement in these two directions as per your local code of practice. While doing...

Can you really imagine running a 30000 element model in MATLAB? it would take forever! FEA programs are the only way to go for real world work. Cheers Abhi Abhijeet Oundhakar Design Engineer STUP Consultants Ltd. Bombay, India

Namaskar Raje! You don't seem to be using a licensed copy of ANSYS, because there's a huge pile of manuals that comes with it. Anyway, if you're just trying to learn the software, you ought to look at the help files. There's a set of examples which will walk you through the first steps (of a...

Sorry I don't heave a formula, but you ought to look in Timoshenko's "Theory of elastic stability." Snap-through buckling is treated in a really neat manner (in fact, I had given a seminar on this, but I don't have my notes/ Tiom's book right now). Hope this helps Abhi Abhijeet...

QCAD (I think it's available only for Linux) is a great one too. Have a look. Abhijeet Oundhakar Design Engineer STUP Consultants Ltd. Bombay, India

Well Linux rules ;-) Unfortunately, it's being neglecte by all except the BIG ones (like ANSYS). Thanks for the tip about Lindows. Gues it will be great when it comes Abhijeet Oundhakar Design Engineer STUP Consultants Ltd. Bombay, India

Hi Ishvaag! Don't you think that prestressed concrete piles will be a poor choice in a severe environment like this: alternate wetting and drying with wave action in sea water is the worst environment (even worse if there's possibility of frost action). So I'd go in for massive ordinary concrete...

Look at SAP 2K or NISA, etc. Abhijeet Oundhakar Design Engineer STUP Consultants Ltd. Bombay, India

If you're in Europe, you ought to look at RCC-G, which is a French design code specifically for PWR containments. If in the US, look at ACI 349 Abhijeet Oundhakar Design Engineer STUP Consultants Ltd. Bombay, India

Pressure in t/m2 = depth of the point from the water surface in m

Actually a sign would be pretty basic: it's just a cantilever (correct me if I'm wrong, and your sign is very complex). So the stiffness would be 3EI/L, and the cyclical frequency omega would be = sqrt(k/m).

The blasting is likely to shatter your rock and leave it in poor condition. So I would advise you to leave some thickness of rock to be cut out. As for spring constants, you are right in assuming that there would be no tension. You could carry out a plate load test to estimate the spring...

It seems that you (Rednyx) have'nt heard of "reduced frame" or "storey frame" methods. When you have a problem that's too big to do by hand, you simply break it into smaller pieces by doing one storey at a time as an approximation to the exact analysis. this is how the big...

Yet another reason to prestress a column is to reduce the tendancy of slender columns to buckle. Check out the chapter in T Y Lin on prestressed columns

Well, I know this hurts, but Osama Bin Laden _is_ a civil engineer. That he uses his knowledge to hurt and kill, while we are duty-bound to protect does not alter this. We must all realize that there will always be some black sheep who bring all professional families shame, like the doctor who...

It's certainly unlikely that you will have to design temporary works like shoring/scaffolding for EQ. In fact,even for wind/flood loads,we only take about a 5 year return period for design. So unless you are in Japan or on a volcanic island,your EQ magnitude for such a return period will be...