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Old Posted Apr 14, 2014, 8:09 AM
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Join Date: Feb 2010
Location: ISLAND OF IOS CYCLADES
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When talking about seismic 'energy' is not an indicator that we can calculate , but a term that described the behavior of the bearing which can be analyzed with mathematical and mechanical equilibrium equations .
The behavior of the structure during an earthquake is basically a horizontal displacement (let forget for a moment any vertical component ) which is repeated several times.
If the offset is small enough to keep all members of the structure within the elastic region , the energy generated is energy stored in the structure , and then expanded to restore the structure to its original form.
One example is the spring.
This energy storage and subsequent performance in the opposite direction applied by the spring , the building structure stores and expands the column and the beam .
In short , the whole of the earthquake acceleration is converted into energy stored in the structure .
The shift keeps any part of any State within the elastic region , all the energy stored in the structure will be released at the end of the cycle in the opposite direction .
If the seismic energy ( measured from the ground acceleration ) is too large , it will produce too large displacements will cause a very high curvature in the vertical and horizontal elements .
If the curvature is too high, this means that the rotation of the sections of the columns and beams will be well above the elastic range ( Concrete Compressive deformation over 0.35% and trend of the reinforcing fibers above 0.2 %)
When the rotation is passed over the elastic limit , the structure begins to ' dissolve the apothykefsi energy " through plastic displacement , which means that the parts will have a residual displacement will not be able to be recovered (as in the elastic range where all displacements are recovered )
Basically the design strength of a current building confined to the boundaries of the elastic design spectrum , and then passed to the default plastic regions , which are the default locations of failure
(Usually beams ) so that the collapse of the structure. ( The structure collapses when fail columns )
If the parts experience plastic deformation, are over the threshold breakpoint , and are more numerous in the structure , the structure will collapse .
I hope it was quite understandable that the science you possess sufficiently , though not engineer .
Those mentioned are non-linear analyzes examined the pushover analysis.
My method is not based planning elastic limit and creating plastic regions , but the basis of receipt of all the energy of the earthquake of vertical elements .
To succeed in this , deflect the lateral loads of earthquakes in other sections of those who guided you .
You created rotations at nodes , while I with the foundation of the roof to the ground , I remove these revolutions , and causes the column to become too rigid one hand and turn the side loading of the earthquake at vertical loads of other columns .
This shift in the direction of the earthquake lateral loads on the vertical axis of the data is achieved only with the roof soil compaction .
This embedding achieves a reaction to the rise and deformation formed the horizontal axis of the roof , and another reaction in the P base .
The combination of these two antisense reactions , generates a large shear force on the vertical section of the column , but this section is strong enough to remove 100 % of seismic energy without fail .
As you can see , are two completely different design methods .
Your method creates spins on all nodes , and affects small horizontal sections of all elements , while my method creates rotating or rather trying to create rotation without succeeds .. only in the column , and affects only the vertical section the column .
If you marry these two methods , growing reaction cross sections for the load .... Why not?
To cooperate but these two methods , you must make some changes .
There is the problem in that a method is rigid while the other method has elasticity.
The rigid method will first take all lateral loadings of the earthquake , and will not let the elastic method to store energy .
The solve is to design a rigid method more flexible to leave the elastic method to receive and this isomoirazetai loads to the load of the earthquake .
To design in this way , so that the resilient structure always remains within the elastic range , and before the plastic displacement , then interfering the rigid process and to receive from the elastic displacement of the residual will not be able to recover from elastic method.
That put a new outdoor reaction chamber from the ground to equalize the load side .
There are two methods of cooperation of these two design methods to isomoirazetai the distribution of the lateral loads .
First method is http://s5.postimg.org/rllh3dhzb/002.jpg the seismic joint Elevation at the height of the plates .
The second method is the hydraulic system on the roof to make the drive flexibility of rigid method. https://www.youtube.com/watch?v=KPaNZcHBKRI
In short my method , or seismic joints tall , or with the hydraulic system on the roof , can make the drive tire carrier in maintaining the elastic range .
There's no excuse anymore not to recognize the utility of the invention , it solves many problems of today's earthquake regulations .
There are many methods to design the system you propose , as there are car brands .
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