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when you have the first combination of internal pressure and all other loads you will apply static analysis . But becarefull for the external pressure you will apply buckling analysis Costas J. Tsaprounis

Generally The reactions are idependent of stiffness except the case where the stiffness matrix is illi conditioned :) Specifically for the test problem you said you willhave problem because it is a aproblem where fem fails. See the site of http://femci.gsfc.nasa.gov/ to see what is the problem...

I have an axisymmetric model that has axisymmetric and non axissymetric loads in NASTRAN How can apply the non axisymetric loads without a Fourier analysis> Thank You Costas Dr. Costas J. Tsaprounis

I think that Jonhors an pja are correct. If you want to see how eigne shift is done see the "Numerical Recipies". Good luck Dr. Costas J. Tsaprounis

Absolutely no. The definition of the possitive definite matrix is the following For every x (vector) x'Ax>0 which means possitive eigenvalues no positive determinant Dr. Costas J. Tsaprounis

If i understand well your matrix is singular. This means some zero value eignevalues This means rigid body motion in structures or ill conditioning. Am i right? Dr. Costas J. Tsaprounis

Here i can see a conflict. If you follow ASME you will not consider sloshing effect of the liquid in the tank. I you follow API 650 you will not take into account the stresses in the heads and the local stresses of the legs on the skin. The allowable stresses in both codes have different...

Dear Sir There are exist two seperate problems. The first is the defintion of the first eigenperiod. The second is the definition of the tower response to seismic excitation. The approach of Moss and Bernard is very efficient for the definition of the basic period without sloshing effect. The...

I agree with the initiator pf the discusion. My job is doing stress analysis with FEA. But behind every project is the stress analysis made by hand. The classical mechanics approach goves you the ability to design correct and finally go to FEA for estimating the stresses in some difficult...

A simple supported beam is a good approach. The reality is simply supported at one end and at the other end a torsional spring which represent the torsional stiffness of the ring. Becarefull on the bracing in order to define exactly the maximum free length. Costas Tsaprounis Dr. Costas J...

Dear Massad First of all define the loads an the load combinations. (snow, live load, wind etc.) After this distribute the loads to the rafters. You can examine strength of the rafters - take care for the bracing- and be careful for the buckling effects of the rafters especially the lateral...

Please inform if it is possible were can i find the EC norm 71/320/EEC (98/12/EC) Thank you in advance Costas Tsaprounis

In the past the E-23a inequality was like this *****<196 HDG Now in addendunm 4 is *****<1.96 HDGe what is the correct expression Please if anybody knows , help me Thank you in advance Costas Tsaprounis

The EC3 code has specific parts for silos and hoopers

hank you for the advises I did not want to be rude. Sorry I have designed some cone roofs for tanks with pylons. The recent one in D=85 m. The material is S275 or St-44 EN10025. What i am searching for is for publications or a parametric analysis that can give me information about the variation...

I AM SEARCHING FOR SOME OPTIMIZATION RESULTS FOR FIXED TANK ROOFS WITH PYLONS FOR TANKS D>80 m I AM USING API 650 AND EC3 CODES. I FOUND A SOLUTION BUT I NEED TO FIND MORE FROM PREVIOUS EXPERIENCE IN ORDER TO OPTIMIZE MY DESIGN THANK YOU IN ADVANCE COSTAS TSAPROUNIS