What am I trying to stop with the method of seismic planning that I propose?
I try to stop the distortion.
That is, the inelastic displacement.
I try to stop the moments at the nodes that break the cross sections that create the node.
I try to strengthen the loose foundation ground.
I achieve all this by pre-tensioning + anchoring all the sides of the walls with the foundation ground.
If the earthquake is large and lasts and coincides, the construction period and the ground and coordination occurs, then no regulation is sufficient to deal with it without at least serious damage to the construction.
Only the design method I suggest. It can even stop the coordination of the construction in each charging cycle.
Many times in my posts I refer to the overturning of the walls.
These walls are not independent to overturn.
They form a single framework with the other elements of the carrier organism.
They are not in danger of overturning.
Nevertheless.
Any change in the vertical axis of the walls, either by bending or by overturning, also affects the curvature of the beam logs since they are connected at the nodes.
The result of the prestressing on the sides of the walls, is the reduction of the tensile stresses in the cross section to a point that does not exceed the realization tendency.
Therefore, the trunk of the wall bends elastically but does not crack.
If by pre-stressing the sides of the walls, we increase their resistance to bending and reduce the curvature of their trunk and by anchoring them to the ground we prevent them from tipping over before the stresses go to the beams, the beams will take on less tension.
The walls are obviously not in danger of tipping over as they form a single frame with the other elements of the load-bearing structure.
But in order not to overturn the walls, the beams create opposite torques.
If the seismic energy (measured by ground acceleration) is too high, it will produce excessively large displacements in the walls, which will cause a very high curvature in their beams.
If the curvature is too high, this means that the rotation of the beam sections will be well above the elastic area (Concrete deformation over 0.35% and reinforcement fiber stresses over 0.2%) beyond of the leakage limit.
When the rotation exceeds this limit of elasticity, the beam begins to "dissolve the energy storage" through plastic displacement, which means that the parts will have a residual displacement that will not be able to be recovered (while in the elastic region all displacements are recovered).
The result is, if the beam passes the pt. break point to break and have a problem.
The issue is not whether there are moments in the wall, but where you direct those moments. With the method I tell you I direct the torques (correct compressive and tensile forces) into the ground while you direct them to the cross sections of the beams which after bending break. Directing most of the torque into the ground contributes to less stress on the beams.
Pre-tensioning the wall eliminates the bending moment and the anchoring of the construction to the ground with expansion piles transfers the torque into the ground. https://www.youtube.com/watch?v=IO6MxxH0lMU
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