The center of rigidity of a given diaphragm is the point in the plane of the diaphragm that when a horizontal load is applied there, it will cause no rotation in the plane of the diaphragm, but only translation, not necessarily only in the direction of the applied force...
Assuming you have...
While analyzing the system, in order to model the concrete continuity you would assume fixed connection of the beam and column. The eccentricity of the beam is better modeled via an elastic beam secion and not rigid offset (if the eccentricity is large).
It has been found that there are local...
Although the bridge is probably tappered, determine some appropriate centerline and break the arch in segments of equal width and varying depth approximating the shape of the arch. Try with dead loads over the whole span and some equivalent distributed load for 2/3 of the span.
Reduce the...
I would suggest you use shell elements to model the slab if the legs of your silo are not connected at their base. The shell elements would allow you to include reinforcement for possible tie-action that the slab will provide for the legs...
Concerning what JAE said I would recommend for a...
In thin walled sections one applies Jourowski's formula where you actually get a shear flow in each leg of the open thin walled section. What I mean is than the direction of the shear flow is parallel to the longitudinal direction of each leg and that in the transverse direction (along the...
Since we are talking about thin walled sections here I would say that the shear stress on legs is significant only in the direction perpendicular to thickness...
The formula that MrStohler gives is the deflection at midspan for a simply supported beam subjected to uniform load. I think that the approach is correct since a "plate" supported at two parallel edges is a beam really rather than a plate. If however the linear dimensions along the...
I would look at the book by Bathe 'Finite element analysis' or any equivalent. It all depends on the shape functions they are using, whether it is hybrid or not, etc.
In Greece when we have two structures, identical or not that are sharing the same foundation (generally combined) we are analyzing and designing the foundation with the possibility of non-synchronous earthquake excitation. Note that this procedure is applied even when the two structures are...
If it is US you are talking about, I would suggest you take a look at the "Manual of Steel Construction", 6th Ed. by AISC. This was used since 1963. It discusses base plates and gives suggested arrangements, but I can't find a discussion on leveling nuts right now. I would guess that...
I would say that if the panel can withstand an interstory drift D = 0.005 H, where H is floor height (or any two levels between which the drift is measured), it will be OK. For the type of panel you are describing many codes would prescribe a limit of D to D < 0.007 H since a panel in light...
I would suggest you find the principal coordinates of the section of your monorail (including shear center). In this case you get for uncoupled equations:
EA W'' = - n
EIxx V'''' = mx + vy
EIyy U'''' = - my + vx
EIww F'''' - GJs F'' = - mw' + t'
where
E: Young Modulus of elasticity
G: shear...
I would suggest using at least the minimum reinforcing ratio since even if you have some sort of bracing in the framed structure that reduces or even eliminates bending moments in the bases of the steel columns, due to free elastic length of the pedestrals some bending moments will appear there...
Using STAAD, probably you are modelling the slab by shell elements that are connected to the beam at some nodes in the geometric center of the beam. I believe that the statical torsional moment you get by STAAD is correct, but the deflection is probably overestimated since if beam and shell...
