Hi, I have some questions:
While modeling a soil-structure interaction; I would like to know why there is a diference using static and dynamic simulation (coef. subgrade reaction vs. shear modulus), Am I doing something wrong?.
I've read that for lateral (horizontal) subgrade reaction of the...
Hi
I want to know if my concrete structure has sway or non-sway behavior.
According ACI318-95 R10.11.4 In a story of a frame there is non-sway behavior
if the increase in the lateral load moments resulting from PDelta effects
dos not exceed 5% of the first-order moments.
I am doing the...
I need to know if every analysis needs the presence of cracking in slenderness (sway and non-sway) I mean reduce inertia beams (0.35Ig) and columns (0.7Ig) specially in structural analysis, do I have to not consider fhi(k)=0.7 in the Pcr formula.
and also; if I am running a PD analysis in...
Hi
I have autocad 2000. I make several drawings, but I would like to know if there is any accredited website te learn more about acad on-line, and if it is possible to get a certificate with courses. It is reliable??.
I am from Bolivia- South America.
Thanks
Regards
I think S2K transforms all the units, as well as:
internal forces (Tn/m) to (Kg/cm)
resultant moments (Tn*m/m) to (Kg*cm/cm)
and you maybe need (Kg*cm /m) to design so, it is ok
what austim says, but you must multiply by 100 to get
103730, because de Ton to Kg is already converted.
hi, I would like to know if my proceeding is ok. It seems accurate enough.
I have F11,F22,F12 (internal forces of the shell) (Ultimate-str.; NOT service loads)
then I found the principal forces Fmax, Fmin. and design:
1. Tension As = P/(phi*fy) phi=0,9
2. Compression "check P" with...
This might help:
I have generated an elliptic paraboloid using SAP90 ( introducing some points from the equation of the curves and then using the frontal generation "F" command ) ; then I exported it to SAP2000 or/and Autocad.
Regards.
Hi Mark
the ideas comes from a book that considers an analogy with torsion to solve biaxial shear; where instead of using axial shear and 0.53*sqrt(f'c) uses 2.65*sqrt(f'c). but using the two shear forces. If we have Vux=3, Vuy=4 then Vu=5; if the concrete resists 4.5 then we cannot do an axial...
I would like to know when I have to consider bi-axial shear; is it when Vux > 0,2Vuy (20%) ?. And is it correct to use: sqrt ((Vux)^2+(Vuy)^2) < 2.65*sqrt(f'c) for shear provided by the concrete.
Thanks
Hi
I've got a problem in the definition. In AASHTO Highway bridges 8.14.3 Concrete Arches says that (lu) is taked as one-half the length of the arch ring. What does lenght really means, is it the span???
Thank you for your help.
Franz
