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New antiseismic systems. Iam looking for rartners engineers.

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  • Giannhs Lymperis
    Response to engineeringcivil@yahoogroups.com  ... I will be glad to work with  engineers on such tests to prove the concept.   ...
    Message 1 of 1 , Jan 6, 2012

      Response to engineeringcivil@yahoogroups.com 
      > > My name is John Limperis.
      > > I live on a small island in Greece is called IOS
      > > I do not speak well  the English
       language.
      > > For this reason, forgive me.
      > > I have a patent for the earthquake
      > > I think is the best invention.
      > > Iam looking for rartners engineers. 
      I will be glad to work with  engineers on such tests to prove the concept.  
      > > I am not a civil engineer
      > > I am
      construction foreman.
      > > I'm not rich.

      > > I have also written articles for the patent. I send them.
      > > I also have a website in Greek and English languages
      > > Click on the English flag.
      > > The site also contains video of a patent in Autocad
      > > Waiting for your reply.
      > > With respect John Limperis.

      Contact
      Address:
      Anti-Seismic Systems
      Ios Island
      Cyclades
      84001
      Greece

      E-mail: lymperis_ios@...
      Telephone: 0030-22860-91412
      Mobile Phone Number: 0030-6972909338



      Response to engineeringcivil@yahoogroups.com
       
      What does this invention achieve which is not achieved with the current technology?
      Current technology simply secures the structure to the ground. My invention unites it with the ground making these two as one (like a sandwich). For me, this uniting of the structure with the ground beneficially changes the direction and type of forces which act upon the structure dynamically during an earthquake.

      Influences which cause failure in buildings:
      a) Shearing stress
      b) Moment of the nodes
       
       How these are created:
       
      A) SHEARING STRESS
      a) Shearing stress is created mainly on the vertical supporting components during earthquake acceleration due to the inertia of the mass.
      Question: Is the shearing stress the same in all of the supporting components?
      Answer:  No. The shearing is greater in force in the ground floor components
      Question: Why?
      Answer:  For two main reasons
      -         They have to handle (in movement) a greater mass which necessitates greater inertia, thereby creating greater shearing on the cross section plan.
      -         The ground floor components are more rigid.
       All of the other supporting components (except for those of the ground floor) have a certain amount of elasticity in the nodes and supporting components which is beneficial in that they absorb the force of the earthquake due to transfer of  this force into heat.
       
        However, this beneficial absorption of energy is cancelled to a greater degree by the components of the ground floor for one main reason. Underneath the components (columns) on the ground floor the base is inflexible (because it is usually under the ground). It therefore transfers wholly the acceleration of the earthquake (and in this way shearing stress is also increased).
       At the components (columns) of the upper floors the same does not occur because the components of the ground floor have already absorbed part of the force and less energy  is transferred upwards to the more elastic components.
       
       Because of this and due to the increased mass load which has to be handled we see greatly increased shearing stresses on the ground floor components. This explains why the majority of failures happen on the ground floor.
       This issue can be resolved by increasing the cross section plan of the components of the ground floor. But if we do this then another problem occurs; we lose the elasticity in the components (and in this way we also lose the damping of the acceleration).
       
       
       
      B) MOMENT OF THE NODES
       Moment of the nodes also acts to create stress on the horizontal and vertical supporting components by shearing stress and occurs for the following reason.
       During the acceleration of an earthquake we know that there is inertia of the load bearing elements but in addition inertia of the bearing mass has to be handled. These burden the vertical components with horizontal shearing stress.
         In a high rise building, the vertical components are united from the first up to the top floor. The structural integrity of all the components of the load bearing elements (columns, girders, slabs) is improved when these are joined at the node points.
       
       During the inertia of the bearing elements, these node points react with moment which taxes the vertical and horizontal supporting elements with shearing stresses. If the design is not correct, this results in failure of the vertical elements which are brittle but not the horizontal.
       The reason for this is that the vertical elements (columns) have a smaller cross section by comparison to the girders. The girders mass along the length forms a structural unit with the slab so that it is considered a unified body stronger than the vertical element.
        If we consider that each column bears at least two girders, we understand the difference in endurance (with regards to the shearing) between the column and the horizontal bearing element.
       
       During oscillation of a tall building, there is the tendency for it to lift up off the ground on one side due to moment, creating a gap underneath the back foundations. That is, the front columns try to lift up the back ones due to the structural unity that they have. This unity is provided by the girders.
       This gap cancels the resistance which is present between the ground and building base as the base which was securing the building is now in mid-air.
       Of course, this event never really happens in reality because the static load of the structure during the lifting of one side immobilizes the column with the base to the ground creating moment of the nodes.
       
        These moments create slanted shearing of the cross section of the vertical element which cannot withstand the load and we have cancelling of the structural unity of the building.
       
        This explanation can be clearly seen during the first minute of the experiment which I have carried out:
       
       
        In the first minutes of the experiment, we see a wooden structure (building skeleton) which, during inertia oscillates and lifts up on one side and then on the other alternately. This occurs because it is light and the nodes withstand the moment which is created from the static weight of the unsupported side of the structure.
       As soon as we place the static load of the two bricks, it still oscillates but the base does not lift up on either side.  In this situation the nodes can no longer withstand the additional load of the bricks.
       Considering the analysis I have done above, we see why a structure fails when the limits of the design are surpassed.
      There is no absolute anti-seismic design.
        Current Greek anti-seismic systems have a certain amount of endurance but from this point onwards, the truth is that they are fragile. In my opinion the endurance here has particular limits due to my reasoning above. This phenomenon can be resolved by increasing the cross section plan of the ground floor components. If we do this though, another problem emerges; as stated before; we lose elasticity of the components (and the depreciation of the acceleration).
       
      MY PROPOSED SOLUTION
       The solution can be seen in the continuation of the experiment shown in the link above as well as in the explanation below.
       
      There are three issues which need to be addressed in order to apply pre-stressing between the ground and the structure (the clamping of the ground with the structure)
      a) bending
      b) durability of the materials
      c) durability of the ground
       
       For the pre-stressing or clamping of the structure with the ground to operate beneficially during an earthquake, a large cross section plan of the supporting components is necessary as well as very durable materials if it is to provide additional benefits.
        Pre fabricated houses offer these two necessary components as they are constructed completely from fortified concrete.
        The problem of loose ground (c) is resolved by using Radiere together with the specialised hydraulic traction mechanism. This improves the durability of the ground and provides additional support to the foundations.
       
      See what happens to conventional houses:
       
      Imagine PREFABRICATED houses which are made of fortified concrete and secured (screwed) at their four corners with this seismic base … even if they are turned upside down, nothing can happen to them.
      Question:
      When we do not screw down the base, what will happen?
      Answer:
      If we have tall buildings completed constructed from fortified concrete, these will withstand the shearing stress but their nodes will have increased load due to the gap  (discussed above) which is created under the base during second moment of the area as well as the greater static load which they bear. The combination of moment and static load creates slanting cracks in the walls.
      Because of this prefabricated houses are suitable to be built only a few stories high. If we make the prefabricated house from fortified concrete ONE with the ground though:
       
       
      …. It cannot lift up on one side during second moment of the area and in this way we avoid moment of the nodes.
       
      THE FINANCIAL ASPECT
       
      I believe that with this method, prefabricated houses can be placed in towns. Until now these houses have only been suitable for rural areas. The main reason for this is that the law does not allow them to be built more than two stories high.
       If they become invulnerable during an earthquake and they can withstand the force with many stories then their construction will be permitted in towns.
      At this moment, they are not permitted in towns because if, in a town ten story buildings are allowed and prefabricated ones can only be constructed up to two stories, financially it is not feasible to lose the possibility of another eight stories.
       
      If I enable them to withstand earthquakes, then conventional methods of construction will be dispensed due to the fact that prefabricated structures are 30-50% cheaper because they are industrially produced. This way the manufacturers will profit from this change.
       
       Apart from being for anti-seismic use, my invention can be used as a pre-stressing anchor for the improvement of the ground:
       
       
       That is, it can improve the density of loose ground as well as not allowing the structure to move upwards (during oscillation) or downwards (during subsidence of the ground).
       
        I have already mentioned the placement methods in existing and buildings under construction as well as other types of structures such as dams and bridges etc.
       
       The patent is also appropriate also for the protection of lightweight buildings during tornadoes which are seen mostly in the United States .
       
      From my prospective, a mountain of research on various building is necessary which, without the financial support of the state or some other private organisation, I cannot bring to a satisfactory conclusion. I do not know where to start and where to finish.
       
      Kind regards,
      Yiannis Limperis.




      HYDRAULIC TIE ROD FOR CONSTRUCTION PROJECTS


      The present invention relates to a hydraulic tie rod for construction projects ensuring the protection of the construction structures against damage caused by earthquakes and hurricanes.




      Anti-seismic system placed in a shaft of a load-bearing structure

      The main object of the hydraulic tie rod for construction projects of our invention along with its application method in the construction field for structural projects is to minimise the problems associated with the safety of structural projects such as buildings in the case of natural phenomena such as earthquakes, tornados and very powerful winds in general. According to the present invention, this can be achieved by a continuous pre-stressing (pulling) of both the roof of a large, geometrical part of the building structure which independent of the load-bearing structure towards the ground and of the ground towards the structure, making these two parts one body like a sandwich.
      This pre-stressing force is applied by the mechanism of the hydraulic tie rod for construction projects, said mechanism mainly consisting of a steel cable penetrating free in the centre the vertical support elements of the structure, as well as the drilling length, beneath them. Said steel cable's lower end is tied to an anchor-type mechanism http://postimage.org/image/2dmcy79yc/
            that is embedded into the banks (walls) of the drilling to prevent it from being uplifted. This embedding is attained due to the drilling hole being somewhat smaller than the exterior diameter of the completely opened anchor mechanism. 
      Said steel cable's top end is also tied to a hydraulic pulling mechanism exerting a continuous uplifting force.   http://postimage.org/image/2mlql3ag4/
       This pulling mechanism comprises a piston, said piston reciprocating within a piston sleeve, connected to a pressure chamber beneath it.    This pulling force, exerted on the top-end of the steel cable, by the hydraulic mechanism  http://postimage.org/image/qwytuv44/
           due to the hydraulic pressure originating from the rise of the chamber towards the piston, and the reaction in this pulling force originating from the embedded anchor at its other end generate the desirable compression in the construction project which in turn is tied to the ground and thus rendered resistant to the horizontal forces of an earthquake. http://postimage.org/image/14tj1webo/

      THE BENEFICIAL EFECTS OF PRESTRESSING (TRACTION) BETWEEN THE BULDING STRUCTURE AND THE GROUND
       
      a) If we have a solid concrete column anchored to the ground with the traction mechanism and fortified with steel
      or
      b) If we have a solid concrete column prestressed with the ground (like a sandwich)
       
      and we apply a horizontal traction,  these columns will have more resistance to the sideways traction compared to a single column which simply stands on the ground.
       
      This, I believe, is understandable to all.
       
       Now, if we have two solid concrete columns that are not anchored to the ground but connected to each other at the top by a beam and we then apply a sideways force, in my opinion the following will occur:
       
      1) Firstly, the columns themselves will produce a small resistance to the sideways force
      2) When this resistance in the columns bends they do not subside as before because another force acts.
      3) This additional force which resists the sideways traction is in the nodes.
       
      This strength in the nodes arises from the union of the two columns with the beam which creates structural integrity and entity.
       
      This  node strength  resists the sideways force like a torque.
       
      If we consider all the resistance forces acting against the sideways traction we see that:
       
      Concrete columns which are anchored or prestressed with the ground will create greater resistance than those which are simply resting upon the ground.
       
      The corners will not need to act in resistance if the anchored or prestressed columns manage on their own to bring about enough resistance to the side force which we are applying.
       
        Here we see  that the prestressed or anchored columns act in addition to the existing resistance of the structure with regards to the horizontal  inertia tension when faced with the opposing acceleration of an earthquake.
       
      If the cross-section plan of the solid concrete walls  http://postimage.org/image/r1aadhj8/  is appropriately constructed and the anchoring or prestressing is also appropriate then the corners will not need to undergo any torque resistance to side forces.
       
      In this way we eliminate torque of the corners.
       
      The union of the walls with the ground is carried out by the traction mechanism.

      There are six methods of placement

      HYDRAULIC TIE ROD FOR CONSTRUCTION PROJECTS


      AN ALTERNATIVE APPROACH TO BUILDING STABILITY
       
      FIRST PLACEMENT METHOD
       
        The patented video shows the   mode of operation and method of collaboration of the antiseismic system, with bearings, which offers effective seismic isolation of the vertical and horizontal axes of a structure so that buildings repairs are avoided to the greatest extent following an earthquake:  http://www.youtube.com/watch?v=KPaNZcHBKRI&feature=player_embedded
      The above is achieved by placing right at the centre of the load-bearing structure, (Or both ends of the building) architecturally exploitable in an effort to lower the cost, pre-stressed with the ground but independent from the load-bearing structure, rigid shaft, or dimensionally large cross-shaped column, or even a big room. The essential condition for the above rigid geometrical forms is for them to have axial vertical continuity, along the whole height of the building, and to be constructed entirely from reinforced pre-stressed with the ground concrete.
      This pre-stressing applied by the hydraulic tie rod on the shaft and on the ground, is mainly imposed in order for these two parts to become one body, such that at the horizontal acceleration of the earthquake, the ground, the base, and the loft of the shaft are found in the same acceleration phase (in the same time-space as one body in the three dimensions).
      The larger the geometric dimensions of the base (cross-section area), relative to the height, the larger is the resistance in the foot block, as well as in the emerging shearing.
      An increase in the pre-stressing placed on the shaft, means a corresponding increase in its resistance to shearing, an increase in the compaction of the drilling banks, and consequently a better embedding of the anchor mechanism.

      In order to achieve the independence of the rigid shaft from the load-bearing structure, we leave a gap between them. This gap is useful for the following reasons:
      • earthquake dynamics is not transferred from the shaft to the load-bearing structure,
      • the load-bearing structure remains independent in the seismic insulation offered to it by the double “one-piece” base-plate away from the oscillating shaft,
      • the load-bearing structure exhausts the mechanical resistance properties of the existing reinforcement, (so that it does not transfer large impact forces to the shaft), and just before it breaks, there occurs damping and retaining of the load-bearing structure on hydraulic systems placed in the lift gap, (rubber, or dampers),
      • to prevent the load-bearing structure from leaning on the lift shaft and transferring the additional compressive forces of its weight, thereby making the application of further pre-stressing forces on the shaft possible, thus rendering it more rigid.
      • to help the columns in transferring the earthquake forces, not only vertically, but also laterally in same time-space, by means of the pre-stressed rigid shaft and the dampers.
       
      All this elasticity of the vertical axis of the load-bearing structure may be put under control in such a fashion as to achieve the smooth transfer of its vertical axis torques to the shaft.
      When it is intended for the upper floors to oscillate more than the lower ones, the gap on the upper floors is made larger, setting a lower pressure on their hydraulics, in relation to the lower floors. Operating in such a manner, and in order to keep the bending action of the vertical axis under control to avoid the destructive transfer of torque towards the lower floors, the transfer of torque is computed statically during the plate impact from each and every floor onto the shaft and following that the proper gap between each floor plate and the rigid structure is computed and the proper hydraulic pressure is applied on the dampers.
      In order to further strengthen the rigidity of the rigid structure (shaft), to decrease the oscillation amplitude, to prevent the overthrow, and to increase the shaft resistance to the shearing stress that is generated by the lateral impact of the plates due to their inertia, it is necessary to render the rigid structure “one-body” with the ground.
      This can be achieved by means of the hydraulic tie rod for construction projects mechanism, applying pre-stressing between the loft (top floor) and the ground, making these two parts “one-body”.
      CONCLUSION
      It is wrong to let the columns transfer all alone the horizontal forces of an earthquake from the bottom to the top in the load-bearing structure, as is currently the case in the majority of the building construction methods.
      The horizontal forces of an earthquake are not transferred effortlessly from the columns to the structure framework, this being due to the existence of other forces acting contrary to the direction of the earthquake horizontal forces, said forces originating from the inertia of the plates and resulting in the plates not responding readily to the direction of the earthquake horizontal forces. This opposition of forces on the horizontal axis of the building structure, creates shearing stresses, as well as non-uniform bending in the shape of an S (for the reasons reported above) deforming the vertical axis of the structure, with the known results.
      It is at this point that the invention provides for the columns to transfer the earthquake forces uniformly and smoothly, not only vertically towards the top, but also horizontally to the floor plates, by means of the hydraulic tie rod, the pre-stressed shaft, and the hydraulic dampers placed in the gap.
      Deductively in this way, the framework vertical axis maintains its initial form, not deforming into an S shape, due to the uniform movement of the mass of the multiple plates in the same time-space imposed on them by the pre-stressed shaft, relieving and helping this way the columns to transfer the destructive earthquake forces to the plates. That is to say, the invention creates controlled flexibility on the load-bearing structure vertical axis, helps the columns transfer laterally the earthquake forces to the plates, at the same time achieving the seismic insulation of the load-bearing structure horizontal axis (with double “one-piece” base-plates carrying elastic inserts between them). Moreover it also stops the tendency of the building to rise unilaterally, said tendency originating from the increase of the oscillation co-ordination, which oscillation co-ordination depends on the height of the building, the time duration of the earthquake as well as the wavelength of the earthquake and the amplitude of its oscillation.
      Ground fluidization (subsidence) as well as the cracks, caused by an earthquake, are a major problem, which, however, in part has been resolved by the invention.
       
      Stopping the video at the point showing under the ground surface, http://www.youtube.com/watch?v=KPaNZcHBKRI&feature=player_embedded  
       a pipe can be observed starting from the anchor and reaching up to the bottom part of the base.
       
      This is called resistance pipe, and is useful for the following reasons:
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