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Yiannis Nicolaos Lymperis

I come from Greece. My name is John Lymperis I have a patent (the ultimate seismic system) I am looking to find scientific partners to do simulations and experiments. Are you interested; Read a little about this seismic system

THE ULTIMATE CONSTRUCTION SYSTEM FOR EARTHQUAKE The earthquakes in recent years around the world have put in first priority the major social and economic issue of the seismic behavior and overall seismic protection of structures against earthquakes . Various methods have been developed to optimize the response of structures to seismic action An important part of developments for seismic strengthening of buildings, does not agree with modern architectural needs , which require as much as possible free plans ( unbalanced construction) and reduction of structural elements of the building . Also , the architectural needs differentiate the surface coverage of the building on each floor . The problems arising from the application of these architectures claims is to create 1) ultimate limit state at soft storey, 2 ) a change in the symmetry of the columns , 3 ) stronger strain construction , because it creates a concentration effect of action on columns 4) asymmetric structures is observed the torsional effect on floors . Today a) We plan ductile structures, but we also need the torsional stiffness to stop the torsion of asymmetric floors. b) Design methods yield (or else plastic zones) which are default locations of failure to be the first ultimate-yield in a powerful earthquake. This seismic design planning today is very useful but insufficient current architectural needs. In my quest to design the ultimate seismic system, I built a mechanism and design a method with high earthquake resistance because it improves the indicators of 1 ) the ductile How we can improve the ductility of columns of ductile structural system Reply . Separating the ductile structural system of the rigid structural system, by placing them between seismic joint, partition isometric seismic loads on the vertical elements of the two structural systems. What will happen if we do not distinguish these two structural systems ; When the earthquake started , the ductile columns bend because they have great elasticity . Large rigid columns, do not bend because they have stiffness. The result is … all of the earthquake loads to be received from the rigid elements.


2 ) Of the plastic zones. Question. How to improve the indicators of plastic zones; Reply . Separating the ductile structural system of the rigid structural system, by placing them between seismic joint. The seismic joint works like the plastic zone for the yield load of the earthquake. (Without Fail) 3) The torsional stiffness of asymmetric structures ; Question. How to improve the indicators of torsional stiffness of asymmetric structures; Reply. By placing more than one rigid structural systems (with the interposition of a seismic joint between at selected points) inside the asymmetric ductile static system Even the pretension creates anyway stiffness. 4 ) Improves resistance of the column relative to the shear force

5) Increases active behaviour of columns 6 ) Improves awry tension Question. 4) How do I improve the strength of the column relative to the shear force and shear force base; 5) How do I increase the active behaviour of columns; 6) How to Improve the oblique tension? Reply . We know from the bibliography that pretension itself is very positive, because it improves the trajectories of oblique tension On the other hand we have another good … reduced cracking because we apply compression stress which increases the active behaviour of columns;, as well as increases the stiffness of the structure , which reduces the deflection causing failure.

7) Glider displacement node of higher level, and the deflection of the rigid structure Question. How glider displacement node of higher level, and the deflection of the rigid structure? Reply. Introducing a new vertical resistance to the roof (stops the roof to get up) coming from the ground, through the mechanism of the invention. Even the pretension creates anyway stiffness, and the deflection of the rigid structure.

8) lower the natural frequency of the soil and construction; Question. How do we lower the natural frequency of the soil and construction; Reply. Because the compression stress in the cross section of the columns, lowers the natural frequency And because Introducing a new vertical resistance to the roof, it stop the natural frequency, because seismic damping applied to the width of the wave of the earthquake.


9) It helps avoid the concentration effect of action at soft storey, 10) In the pretension there is no problem of relevance ( consistency ) of concrete and steel . Question.

  1. How it helps to avoid concentration load intensity in soft floor;

10) How eliminates the problem of relevance of concrete and steel; Reply. In a prestressed well, there are is not baffles and this gives the opportunity to work as a body to control the curve of the ductile system and keeps control over the vertical axis before break.

In prestressing there is no problem with the relevance as present in the inert reinforcing concrete because the clamped structure clamped at both ends of the mechanism of the invention, out of the concrete. The deflection on the vertical axis of the ductile system due to the difference spectrum of multiple plates, which tend to give the vertical axis in the form of S

If we take a candle and break it with your hands in the center will observe that the candle breaks, but the wick stays in the candle.

But if you break the candle at its ends, will not do the same. The interface of the two materials is less at the edges, whereby smaller and the reaction than is the reaction of the other party.

The result is the wick of the candle at the ends to lose its relevance and be pulled out of the candle The same phenomenon is observed in the columns of the ground floor. We always see when the columns fail, the steel pulled out of the concrete, shaped curve, but never cut. The pretension applied the mechanism of the invention does not exhibit said the problem of relevance, simply because there is no link between concrete and tendon, because it passes freely through the concrete. The tendon anchors applied to both ends of the mechanism out of the concrete.

11) Ensures stronger foundation. Question. How did the invention provides a stronger foundation; Reply. The clamping mechanism of the invention stops the building to go up and down. as does the screw with hanger bolts. 12) The invention automatically improves the traction of steel which is observed in prestressed steel Reply. The hydraulic system automatically improves – pulling steel – observer in pretension. The hydraulic system automatically improves anchorage of the anchor to the ground and maintains the structure anchored to the ground, even in many circles loads

13) ensures damping decrement of seismic loads , which leads to reduced resonant response Reply. The forces that cause energy called damping forces and always oppose the motion of the system running oscillation. The design method that I follow dampening 1) horizontally at the base 2) at the level of (bulkheads) plates and the shaft. (Seismic joint) 3) on the roof, mounted the hydraulic system. And all this without eliminating the ductility of the bearing, which in itself and is a damping seismic energy.


These two structural systems can work together, or we can only use the rigid component alone to build rigid structures


a) design method b) design method Brief description of the invention The principal object of the hydraulic tie rod for construction projects of the present invention as well as of the method for constructing building structures utilizing the hydraulic tie rod of the present invention is to minimise the aforesaid problems associated with the safety of construction structures in the event of natural phenomena such as earthquakes, hurricanes and very high lateral winds. According to the present invention, this can be achieved by a continuous pre-stressing (pulling) of both the building structure towards the ground and of the ground towards the structure, making these two parts one body like a sandwich. Said pre-stressing is applied by means of the mechanism of the hydraulic tie rod for construction projects. Said mechanism comprises a steel cable crossing freely in the centre the structure’s vertical support elements and also the length of a drilling beneath them. Said steel cable’s lower end is tied to an anchor-type mechanism that is embedded into the walls of the drilling to prevent it from being uplifted. Said steel cable’s top end is tied to a hydraulic pulling mechanism, exerting a continuous uplifting force. The pulling force applied to the steel cable by means of the hydraulic mechanism and the reaction to such pulling from the fixed anchor at the other end of it generate the desired prestressing in the construction project. This prestressing ensures to the vertical elements of 1) greater stiffness 2) resistance to shear force 3) greater resistance to horizontal load 4) less deformation 5) strong foundation. b) Better methods yield-or else plastic zones In the video we see two static systems….one inside the other. The first prestressed rigid structure has 1) greater stiffness 2) resistance to shear force 3) greater resistance to horizontal load 4) less deformation 5) strong foundation,…to receive large shocks from ductile static carrier and stop the deformation of ductile static carrier. At the height of the plates created seismic joint for two reasons 1)The seismic joint gradually grows on the upper floors to avoid transferring loads to the lower floors, derived from the primary impact plate – elevator shaft See the plan http://s5.postimg.org/rllh3dhzb/002.jpg 2)For to separate the vertical rigid elements of the ductile elements for better cooperation between these two structural systems

The seismic joint gives freedom to all the free movement of ductile construction which itself is a mechanism amortization of seismic energy. Amortization of seismic energy ensures the invention of the video .. to 1) The hydraulic system on the roof. 2) The seismic joint 3) The horizontal seismic isolation These two structural systems can work together as we see in the video https://www.youtube.com/watch?v=KPaNZcHBKRI or we can only use the rigid structural system itself to build rigid structures, as indicated by the links https://www.youtube.com/watch?v=Q6og4VWFcGA http://postimg.org/image/poaeawzrj/

1) Model response frame structure with absorption of energy at the base , on the roof , and bulkheads of slabs .

Is this the model construction http://www.youtube.com/watch?v=KPaNZcHBKRI

2 ) Plan model asymmetric multi-storey building with energy absorption in the base , the roof , and bulkheads of slabs .

Is this model http://postimage.org/image/tg1lzxv05/

3 ) Model response with energy absorption in the loft

Is this the model construction http://www.youtube.com/watch?v=JJIsx1sKkLk and this in plan http://postimage.org/image/r1aadhj8/

4 ) Model response to absorption of energy in existing structures . One of the many design models wall O.S transfected or transfected steel structures http://postimage.org/image/k51vo9k15/ As shown in Figure 1 http://postimg.org/image/rbudm6oqr/ When the column is at stationary state, the static actions are balanced with the opposing forces of soil As shown in Figure 3 http://postimg.org/image/rbudm6oqr/ The oscillation of the building changes the vertical axis of the column See the slope change P that is observed at the regional sides. As shown in Figure 2 http://postimg.org/image/rbudm6oqr/ The combination of static actions, Σ with the changes of vertical axis of the column, create the torsional moment P of the node. How the invention stops the existence torsional moment P of the node. As shown in Figure 4 http://postimg.org/image/rbudm6oqr/ Clamped column can not be moved up and down because it is clamped with the ground, with the mechanism of the invention. As shown in Figure 5 http://postimg.org/image/rbudm6oqr/ The Clamped column with the ground, stops the oscillation of the vertical axis of the column, because the hydraulic mechanism of the invention applies an opposite stress in the rise of the roof Δ ( derived from the clamped anchor in soil ) and another inverted stress in the base Ε As shown in Figure 6 http://postimg.org/image/rbudm6oqr/ The Clamped column with the ground, transfer lateral load of inertia at the vertical axis of the column, as shear force. This does not happen with the seismic design of today. Τhe seismic design of today drives the shear forces at the small sections of the columns and beams. What design is the best? 1) To plan the seismic design of today drives the shear forces at the small sections of the columns and beams. or 2) To plan the seismic design of today drives the shear forces at the small sections of the columns and beams, plus…The Clamped column with the ground, transfer lateral load of inertia at the vertical axis of the column, as shear force? Also … prestressed construction … a) reduces the eigenfrequency construction / soil b) Increases active behaviour of columns c) Increases resistance to shear e) improves the oblique tension All seismic systems that exist today have the idea of the horizontal seismic isolation. The seismic system I propose is very different from other seismic systems. a) It is the first sentence Awards I suggesting the clamped structure to the ground. b) It is the first time worldwide that I suggest applying a reaction at the highest point of the roof, to stop the deformation of construction. c) It is the first time worldwide that I suggest a system able to deflection earthquake loadings, to stronger cross-section able to receive the shear stress. If you know a static model which will be able to stand on this seismic base….. https://www.youtube.com/watch?v=Q6og4VWFcGA please tell me to do the experiment designing frames, or asymmetrical structures, the solution is…. 1) to separate the flexible columns, from the rigid columns 2) amortization method of seismic energy in the vertical and horizontal axis of the frame. 3) nodes to move freely round the rigid column 2) Giannhs Lymperis • PCT Opinion http://postimage.org/image/32vfj43z8/ http://postimage.org/image/2g4sfacsk/ http://postimage.org/image/332ou0y04/ http://postimage.org/image/33322bpyc/

From what the examiner says that I have something patentably new and useful. Improved anchoring means comprising expansion anchors in combination with hydraulic tensioning means to keep the building tightly tethered to the ground. This would also be good for hurricane country, like the US Gulf Coast.

in Greece I have the patent. I had filed for international patent in pct passed Research Report (A) Filing in America at the patent office. I have not gotten a patent in america yet …. expected Patent publication in America. http://postimg.org/image/8ox3ft743/ more I went to a university in Greece. this one http://users.civil.ntua.gr/papadrakakis/ and here http://www.itsak.gr/en I have the first preliminary results of applied research simulationIs in Greek language. It’s very good results. The Institute of Engineering Seismology and Earthquake Engineering Research and Technical Institute has a different opinion. told me that …. there is not a program in whole world that simulates vertical prestressing. They told me that I need to do ( experiments ) seismic testing on some construction models, because it is not possible to simulate. The patent is under investigation by me and I have discovered much about the patent. By design method that I suggest, https://encrypted-tbn1.gstatic.com/i…m6_iuOU6fsUXY2 you have the opportunity to design a flexible structure. Rigid vertical elements The main reason I designed the seismic joint (rubber mounted air gap between the baffle plates and the shaft) are to separate the flexible columns of rigid columns. With this method, we have a frame construction which is flexible, and in it, a rigid colomn, which is independent of load bearing because it has a seismic joint The rigid components to take the main role assigned to them, and is to controlling the deformation of the bearing. plasticity a flexible node (the one in seismic joint) deletes the usefulness of plasticity

MY NEW EXPERIMENT

this video shows the medium accelerations .

https://www.youtube.com/watch?v=8ubLKyyO2q0 Even greater acceleration https://www.youtube.com/watch?v=zOyoEWpvsjM Even greater speed than the other two times . Look towards the end of the video that gets the beam base ! https://www.youtube.com/watch?v=Q6og4VWFcGA

In this video got the beam broke the bearing of a bar that makes the transmission reciprocating motion, and I had after 3.5 minutes that nodded to stop. The model did not suffer the slightest , the base dissipated . https://www.youtube.com/watch?v=iUH5OBd64vc

no cracking … not suffered the slightest . After the experiment https://www.youtube.com/watch?v=FBJi…ature=youtu.be https://www.youtube.com/watch?v=xNfB…ature=youtu.be https://www.youtube.com/watch?v=EnsC…ature=youtu.be https://www.youtube.com/watch?v=7XH-…ature=youtu.be

THIRD EXPERIMENT WITHOUT THE SYSTEM SEISMOSTOP https://www.youtube.com/watch?v=Ux8TzWYvuQ0

After the third experiment (Control structure model and base) https://www.youtube.com/watch?v=dTBr0CtjRoM

If the system I have is strong or not, by anchoring structures will be discussed later with another different experiment . Consider if the foundation of the project with the ground and the roof is better seismic design of the existing earthquake regulations . Imagine that fat in this experiment https://www.youtube.com/watch?v=Q6og4VWFcGA there is only the construction and soil. The construction in our model starts from the raft and above, and the ground of the iron based seismic and down. I think that in the depths of a drilling anchors if the anchor is impossible for construction to pick up all this ground. Since I consider the seismic base as ground very powerful clamping , in our experiment, think that soil is the seismic base, bearings , the W of the iron beam, the beams O.S which rests the foundation, and whatever else may be. The model ground ( seismic base) join the tendons . During the oscillation of the model tendons reacted to rising roof and raised the iron seismic base. The iron seismic base in turn raised his bearings which rests , bearings found resistance at the anode were in F the iron beam , and this is well anchored to the beam from the O.S lifted upwards. All this is a result of chain torque model.

Removing the screws from the bottom of the base changed the whole scene . https://www.youtube.com/watch?v=Ux8TzWYvuQ0

The model not having the screws to hold it began to wobble dangerously . The bearings were no longer in the upward tendency of the beam Π, because the model of oscillated only on the basis of seismic iron . Instead of upward trends bearings took percussive strokes of the oscillation of raft on the seismic base. Bearings are dyed and not withstand the impact. For this and broke . The model does not fight happened almost anything, because it was very powerful nodes ( horizontal and vertical ) and because it was not possible to test the accelerations tested the previous experiment with the bolts , because we would have complete reversal . The conclusion I make myself is that if the model was more multi storey would have even more sway than that of two floors …. The first conclusion is that this earthquake is very much necessary for the fine buildings to stop the oscillation from the air, and the earthquake . If this model O.S experiment was made of bricks ( bricks ) without columns, imagine for yourself what would happen if there were no screws and rods . Conclusion necessary that the earthquake in the continuous construction. This is my opinion …. I would be happy to know and yours . Basically what makes this invention is that it makes far more powerful rigid large vertical elements , giving them greater resistance to both cutting as well as the lateral loads . There are many designs for installation , which depend on the architectural design needs .

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    Yiannis Nicolaos Lymperis

    New experiments. no Comments https://www.youtube.com/watch?v=RoM5pEy7n9Q

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      Yiannis Nicolaos Lymperis

      I’ll give some theoretical elements to do and check yourself I did calculations . The model I performs a simple harmonic oscillation along the X axis on which commutes ( ignoring the vertical movement is small) . This reciprocating motion generated by the circular movement of the end of the piston which is attached the bearing pin is . The radius of this circle is 0,11 m and this is the amplitude A. Thus my make model path 2A = 0,22 m, i.e. go from one end point to another in each half turn of fire.

      A complete oscillation but means the pin is to make a full turn , ie to return the model to the extreme position from where he started . So , if we say that it started from the end should be restored at the end . Makes therefore overall route that went 0.22 and 0.22 that turned = 4A = 0,44 m. So if you stand by the side of the machine and measure routes , each approach to the machine is a complete path and thus a turn. These speed counting , and the corresponding time in sec. The frequency (Hz) is the fraction : n = number of such full path / same time . The period of oscillation T, ie the time of a full stroke 0,44 m is T = 1 / n sec

      In a full turn of fire , we once maximum positive speed in one direction and once the maximum negative in the other . Us of course we are interested in the absolute values ​​that are the same . The same happens with the acceleration, but has maximum absolute value when the speed is zero , ie the ends of the paths .

      Maximum speed and maximum acceleration calculated from the angular velocity h is : h = 2n / T. So : maximum speed U : maxy = h * A * h = 0.11 m / sec, maximum acceleration a: maxa = w2 * A * w2 = 0.11 m/sec2. These maximum sizes made ​​instantaneously.

      If we take the average acceleration , either positive or negative, then we think that the speed went from zero to its maximum at time T / 4. So the average speed is approximately : a = maxy / ( T / 4 ) = 4 * maxy / T = 4 * 0.11 . W2 / T in m/sec2. This of course is not true , because at the time T / 4 a is greater ( not entangle you with cosines and sines ) .

      In both instances, however, to find the acceleration in g, we must divide the accelerations are m/sec2 the Earth accelerating mass is 9,81 m / sec to say that we have achieved so many acceleration g. I think I was detailed . What we do in practice and what other factors are taken into account , is a challenge . ; Analytical results of the experiment . From 2.45 minutes to 2.50 minutes in 5 seconds makes 10 complete turns . https://www.youtube.com/watch?v=RoM5pEy7n9Q That is 40 full turns in 20 sec 1 ) So amplitude A = 0,11 m 2 ) Frequency (Hz) is the fraction : n = number of such full path / corresponding time . So 40/20 = 2 Hz 3 ) The fundamental period of the oscillation period T, ie, the time of a full stroke 0,44 m is T = 1 / n sec So 1/2 = 0,5 sec 4) Angular velocity is h : h = 2n / T. So 2×3 , 14/ 0 , 5 = 12.56
      5) Max speed U : maxy = h * A * h = 0.11 m / sec So 12,56 x 0,11 = 1,3816 m / sec 6 ) Maximum acceleration a: maxa = w2 * A * w2 = 0.11 m/sec2. So 12,56 X12 , 56ch0 , 11 = 17.352896
      7) Acceleration in g 17,352896 / 9,81 = 1,77 g

      Excludes the vertical acceleration. That model is a scale that raises accelerate too much more than 1,77 g but measured differently than that I counted , and out of math that I do not know. (Which relate mass and acceleration and earn some scales ) these types know their test labs . This acceleration is acceleration took off real natural earthquake , on a small scale model of 1 to 7.14
      This told me the professor. The largest earthquake ever in the world , was 2,99 g The strongest structures in Greece built to withstand 0,36 g To My model was tested at 1,77 g and was not hurt , so I do not know when it fails . In Greece the largest earthquake that was reached in the 1 g acceleration Correlation with the Mercalli scale http://en.wikipedia.org/wiki/Peak_ground_acceleration

      Instrumental Intensity, Acceleration (g), Velocity (cm / s), Perceived Shaking, Potential Damage I ……………………… < 0.0017 …………… < 0.1 … …. Not felt …………. None II-III ……………… 0.0017 – 0.014 …. 0.1 – 1.1 ………. Weak …….. …… None IV ……………….. 0.014 – 0.039 …… 1.1 – 3.4 ……… Light ……. ……. None V ………………… 0.039 – 0.092 …….. 3.4 – 8.1 ……… Moderate …. ……. Very light VI ………………….. 0.092 – 0.18 …….. 8.1 – 16 ……… Strong .. ……… Light VII ………………….. 0.18 – 0.34 ………. 16 – 31 ……… Very strong …….. Moderate VIII …………………. 0.34 – 0.65 ……… 31 – 60 ……… Severe .. ……. Moderate to heavy IX …………………… 0.65 – 1.24 ………. 60 – 116 ……. Violent. ………. Heavy X + …………………..> 1.24 ………..> 116 ……….. …. Extreme …………. Very heavy

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        Yiannis Nicolaos Lymperis

        The skeleton of a building consists of the columns (vertical parts) and the girders and slabs (horizontal parts). The girders and slabs are joined at the nodes.



        Under normal conditions, all loading is vertical. When an earthquake occurs, additional horizontal loading is placed on the skeleton. 



        The resultant effect of horizontal plus vertical loading puts strain on the nodes. It alters their angle from 90 degrees, creating at times acute and at other times obtuse angles.



        The vertical static loads equilibrate with the reaction of the ground.



        The horizontal earthquake load exerts a lifting effect on the bases of the columns. In addition, due to the elasticity of the main body of the columns, the earthquake acts by shifting the heights of each plate by a different amplitude and a different phase. That is, the upper plates shift more than the lower ones. The modal shifts of the skeleton are many, so many that the differing, shifting directions of the earthquake deform and destroy the skeleton.



        The ideal situation would be if we could construct a building skeleton where, during an earthquake all the plates would shift by the same amplitude as the ground without differing phases. In this way the shape will be preserved and we would not have any deformation of the frame, hence no damage.



        The research I have carried out has resulted in the creation of an anti- seismic design for buildings which achieves exactly this result.



        I have succeeded in doing this by constructing large elongated ridged columns shaped -, +, Γ or T to which a pulling force is applied from the roof and from the ground, applying bilateral pressure to the entire column. This force acts to prevent bilateral shifting of the columns and curvature at their bases so preventing the deformation which occurs throughout the whole structure during an earthquake.



        In an earthquake, the columns lose their eccentricity and their bases are lifted, creating twisting in all of the nodes of the structure. There is a limit to the eccentricity, that is, there is a limit to the surface area of the base which is lifted by the rollover moment.



        To minimise the twisting of the bases, we place strong foot girders in the columns.

        In the large longitudinal columns (walls), due to the large moments which occur during an earthquake, it is practically impossible to prevent rotation with the classical way of construction of the foot girders.



        The following result occurs with this lifting of the base in combination with the elasticity. When one column of the frame lifts one end of the beam upwards, at the same time the other column at its other end moves violently downwards.

        This stresses the beam and has the tendency to twist it in different directions at the two ends, deforming its body in an S shape.The same deformation occurs with the columns also, due to the twisting of the nodes and the differential phase shift of vertical plates.



        In order to prevent the lifting of the base, we clamp the base of the structure to the ground using the patented mechanism.



        However, if we want to prevent the lifting of the whole columnar structure which stems from the lifting of its base as well as from the elasticity of its main body, then the best point for enforcing an opposing, balancing force is the roof. This opposing tendency on the roof must come from an external source and not applied from within the structure. This external source is the ground underneath the base. From here the external force is applied.



        Underneath the base of the structure, we drill a hole into the ground and clamp it with the patented anchor. With the aid of a cable which passes freely through a pipe in the column, we transfer this force which we obtained from the ground up to the roof.



        At this point in the roof, we insert a stop with a screw to prevent the raising of the roof of the longitudinal columns which happens during an earthquake and deforms all the plates.



        In this way, we control the oscillation of whole structure. That is, the deformity which the structural failure causes. With this method, we do not see changes in the form of the structure, because it maintains the same shape it had prior to and during the earthquake.



        The reaction of the mechanism to the raising of the roof of the longitudinal column and the opposing reaction of the at the bottom part of the base, divert the lateral load of the earthquake into the strong vertical section.



        With this diversion of the lateral load of the earthquake to the vertical columns, the twisting of the nodes is abolished because the lateral loadings of the earthquake are 100% borne along the length of the columns, so it is impossible for them to twist in their main sections. 



        In the experiments I have carried out in actual scale earthquake acceleration of 1.77g and amplitude over 0.11 in a two story building model to scale 1:7.14, the difference in the model with and without the patented mechanism can clearly be seen.



        See the link below for the experiment: 

        https://www.youtube.com/user/TheLymperis2/videos


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