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how about adding roller under the return belt at the section where the vibration is noticable induced? fratrowie

zhuge thanks for the reply. God bless.

hello pals: im wondering about shpere weight that hangs as a pendullum in a very high structures i know it has something to do for dampening the lateral force action but i cant get away with my notion that this one might also amplify the force... how does this thing work in the...

COEngineer im not sure if such loading need the ties or not but i want to correct you that for what i beleive its not the goetech responsibility with regards the ties and rebars placements, your the structural representatives, it yours...hope that technically under such load your pile does not...

will as Qshake says you have shear in one direction and flexure in the other so you can utilized the vertical steel reinforcing for tempareture and shinkage in flexure action. fratrowie

you should design the column and the wall separately. your wall will be design as shear wall making your column a supported one. fratrowie

you cant be held liable alright! let them fix there problem, sleep well with a smile... happens alot to me fratrowie

if its necessary for you estimate the temperature, find a portion in the side of the tank in considerable depht with the same properties (soil type, water content) of depth in question and investigate... fratrowie

stick to 3", VB will just add protection for your slab againts moisture and undesirable chemical contamination of your subgrade.

i think that the slobe beams are so design that its stable enough to hold itself againts lateral stretch... where so trusting to the wall is'nt a problem...its all shear.

MYerges because from the book i read it says that the actual shear is Vn = Vc + Vs, i completely confused which is which the actual shear and the ultimate shear, if its so that the actual shear is Vn then the Vs should be known to find the Vn... im in a siesmic zone, the structures is...

hello pals, im designing a column which confused me very much, some of my collegue says that desingning stirrups for column does not have great importance as long as you will provide. i dont a agree, though im trying hear to find some answer. from the books i have...

socks15, i used an identical frame with three spans in this comparison of the two methods, direct design method as appoximation to check the results, hoping that i can sort out the nonprismatic equivalent frame method. thanks for your reply, merry chrismas. fratrowie[hourglass]

hello pals, im designing a two way slab with beams which is cannot be done by direct design method but the problem is i dont know to how to used equivalent frame method, i believe that it needs a table brows for nonprismatic and the like to get the work done, dont have much researched...

thanks, the 85% allocated moments if stiffness ratio and aspect ratio is equal or greater to 1.0 or 85 to 0 % if the value is lesser to 1.0 therefore is needing to be analized further?

as designing the two way slab by direct design method.. the beam carry most of the loads, thus the beams has its ultimate moments. the ultimate fuctored moment of the beam thats was derrived by the slab analysis should be used in designing the beam?