seismic

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About seismic

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  1. With the method of designing, clamping the top-level nodes with the ground, I hope to divert the lateral inertial stresses of the earthquake into more powerful areas of the structure than those currently driven. These strong areas have the ability to absorb these tensions (preventing and relieving the relative displacements (ie drifts) and thus the tension that develops throughout the vector is limited) and returning them to the soil from where they came by subtracting in this way, great tensions and failures over the load-bearing structure of the building while ensuring a stronger bearing capacity of the foundation soil. With the appropriate design of wall dimensioning and their placement in suitable locations, we also prevent the torsional buckling that occurs in asymmetrical and metallic high-rise structures. Basically, when the roof is connected to the ground through the patent rope, it limits the displacements of the floors (ie the drifts) and thus the intensity, which develops throughout the carrier, is limited.
  2. My patent reacts differently. Basically, when the roof is connected to the ground through the patent rope, it limits the displacements of the floors (ie the drifts) and thus the intensity, which develops throughout the carrier, is limited. MEASUREMENT OF ACCELERATION, POWER (F), Moment of inertia See this video that has frequencies on the screen The 7 Hz frequency is ghosting at the frequency that my experiment had towards the end of the video. video with frequencies https://www.youtube.com/watch?v=2c8qtIduEHM My own experiment. The higher frequency is after 2.40 seconds and frequency is queried at the 7 Hz frequency of the other video https://www.youtube.com/watch?v=RoM5pEy7n9Q So ... In a natural earthquake I did the experiment with a 0.22 cm oscillating amplitude and a frequency of 7 Hz we have ... a = (- (2 * π * 7) ^ 2 * 0,22) / 9.81 3,14x2 = 6,28x7 = 43,96x43,96 = 1932,4816x0,22 = 425,1460 / 9,81 = 43,34g natural earthquake The specimen in the experiment had a general mass weighing 850 kg. The second floor because of the inverted beam it carries is more pounds than half so I would say it is about 450kg and the ground floor is 400kg So to find the inertia force F first on the ground floor we say ... F = m.a 400x425 = 170,000 Newton or 170 kN. and the first floor 450X425 = 191250 Newton or 191.25 kN. Total force F (Inertia) 170 + 191.25 = 361.25 kN Moment of inertia Strength X Height ^ 2 Ground floor 170X0,65X0,65 = 71,825 kN First floor 191,25x1,3x1,3 = 323,21 kN Total Inertia Torque 71,825 + 323,21 = 395 kN The axial loads N (kN) of the vertical tendons for the following cases of virtual residential buildings are provided in a table, in order to deal with a very strong earthquake: A. Case Design of a building 10.00m × 10.00m, square with nine (9) columns on a 5.00m grid and eight (8) tendons (see Figs A1, A2). A.1 Ground height 3.50m A.2 Two-storey, total height 7.00m A.3 Three-storey, total height 10.50m A.4 Four-storey, total height 14.00m A.5 Five-storey, total height 17.50m A.6 Ex-storey, total height 21.00m B. Case Plan of a building 20.00m × 20.00m, square with twenty-five (25) columns on a 5.00m canvas and twenty-four (24) tendons (see Figures B1, B2). B.1 Ground floor height 3.50m B.2 Two-storey, total height 7.00m B.3 Three-storey, total height 10.50m B.4 Four-storey, total height 14.00m B.5 Five-storey, total height 17,50m B.6 Four-storey, total height 21.00m https://s2.postimg.org/r817dnh6x/DSC04323.jpg https://s2.postimg.org/v4ej9qhmx/DSC04322.jpg https://s2.postimg.org/euod6dh49/DSC04321.jpg https://s2.postimg.org/7rghqxjg9/DSC04320.jpg https://s2.postimg.org/ll4ug5jt5/DSC04319.jpg
  3. 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 minimize 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 compression in the construction project.
  4. I hold a patent in America. http://patft.uspto.gov/netacgi/nph-Parser?Sect1=PTO1&Sect2=HITOFF&d=PALL&p=1&u=%2Fnetahtml%2FPTO%2Fsrchnum.htm&r=1&f=G&l=50&s1=9%2C540%2C783.PN.&OS=PN%2F9%2C540%2C783&RS=PN%2F9%2C540%2C783 Ιs it possible to control the elastic deformation over the body of bearing elements? 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 minimize 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. It is a method that uses a mechanism to pontoon nodes of higher level of constructions with earth and which dynamically deflect the lateral load of the earthquake through the vertical support elements and directs them into the ground controlling in this way the oscillation of the construction which causes elastic deformation responsible for structural failures on the trunks of bearing elements. 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 in 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 per cent borne along the length of the columns, so it is impossible for them to twist in their main sections. Experiment 1,8 g https://www.youtube.com/watch?v=zhkUlxC6IK4 more here http://file.scirp.org/Html/6-1880388_59888.htm
  5. It is a method that uses a mechanism to pontoon nodes of higher levels of longitudinal columns with earth and which dynamically stopping the overturning moment of columns and deflect the lateral load of the earthquake through the vertical support elements to stronger areas and directs them into the ground preventing in this way the appearance of torsional flexural buckling responsible for structural failures on the trunks of bearing elements. Prevents) 1) unilateral tilting (lifting) of the base 2) bending of the column, which both causes responsible for the occurrence of torsional flexural buckling
  6. The Ultimate Anti-Seismic System Open Journal of Civil Engineering Vol.5 No.3, Pub. Date: September 24, 2015 http://www.scirp.org/journal/PaperInformation.aspx?PaperID=59888 http://www.scirp.org/Journal/PaperInformation.aspx?PaperID=59888
  7. Reviewers have said... It studies the ultimate anti seismic system in the paper. The focus is clear, the innovation is strong and the academic level is high. This study has great social significance.
  8. Accepted! for publishing by our journal Open Journal of Civil Engineering (OJCE) ojce@scirp.org To lymperis_ios@yahoo.com Today at 10:40 AM Dear Author(s), We are writing with our great pleasure to let you know that your manuscript is accepted for publishing by our journal Open Journal of Civil Engineering (OJCE) and our heartfelt appreciation for your intellectual contribution. Paper ID: 1880388 Paper Title: The ultimate anti seismic system If you have any questions, please feel free to contact us. Best regards, Editorial Assistant of OJCE Scientific Research Publishing Email: ojce@scirp.org http://www.scirp.org/journal/ojce
  9. There are many design methods. First method. my friends we can tried this method includes horizontal seismic insulation and one or more embedded rigid central fiery. An elastic skeleton of a building with horizontal seismic insulation and therein one or more independent rigid bodies. Listen to the voice in the video Second method. design with elongated rigid columns 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. third method. (The prestressed columns do not have ductility, and can not absorb energy) What I do to solve this problem Simply, Ι do not apply pretension between the roof and drilling. what am I doing. First apply pretension between the level of the foundation base (ground) and the anchor mechanism which is in the depths of the hole of drilling. The pretension is twice than it is the axial loads I want to receive the tendon in an earthquake. The initial prestressing applied to achieve very strong adhesion (Clamping) of the anchor into the walls of the borehole. Then fill the hole drilling with Concrete. After uniting the tendon that extends from the borehole, with a nut, to lengthen until the roof. We take care of the tendon to pass through a plastic tube free, so to avoid guilds (adhesion) with this concrete. On the roof, inserted between the tendon and the roof a spring which simply tighten with a screw. Do not apply any other second pretension. The spring on the roof leaves the column to oscillate inside the elastic range while applying seismic damping because it prevents the rise of the roof of the long column. But stop the column to pass on inelastic failure region. The patent is a Vibration control system. http://www.makeleio.gr/wp-content/up...5/DSC01365.jpg
  10. https://fbexternal-a.akamaihd.net/safe_image.php?d=AQAnJ5RjlazpiuuP&w=320&h=240&url=http%3A%2F%2Fs22.postimg.org%2F516mr49sx%2FDSC01365.jpg http://metalkat.gr/index.php?option=com_content&view=article&id=828:2014-07-13-17-48-38&catid=119:2014-11-06-06-59-04&Itemid=146
  11. Please vote for my patent. Please vote for this entry on the ID-GC page https://www.socialappshq.com/fb/video_contest/?website_id=id-gc-323881081056730-263241163769223&from_id=312276Yiannis Press '' Yiannis Lymperis '' Entry '' and Vote Yiannis Lymperis's antiseismic patend can save lives and properties. Vote for him to help this grow. https://www.facebook.com/industrydisruptors/photos/a.344020792376092.1073741825.323881081056730/629794377132064/?type=1 My name is John Lymperis. The video shows the mechanism of the seismic system and a seismic design method. Also presents experiments with and without seismic patent, one beside the other to compare the seismic protection offered by the invention. The utility of the invention has been shown experimentally. Patent Idea If on a table put two columns one column we screwed on the table, and the other simply put on the table. If you shift the table, the unbonded column will be overthrown. The bolted column outlast the lateral loading. What I do in every column of a building to withstand more lateral earthquake loading. That is, simply screwed to the ground. This pretension between the roof of the structure and the soil becomes world's first time. The horizontal earthquake load generates oscillation, and the result is that the upper plates shift more than the lower ones, the columns lose their eccentricity exerts a lifting effect on the bases, and creating twisting in all of the nodes of the structure. 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. The research I have carried out has this resulted. The method of the invention stops all these problems of deformation in the building construction applying with the mechanism pretension between the roof of the structure and the soil. 1)Comparing with existing anti seismic systems, the invention increases the strength of the structure to an earthquake over 100% and reduces the cost of protection more than 50% 2) I believe that with this method, prefabricated houses can be placed in towns constructing several floors. Manufacturers and all of us will profit from this change because they are industrially produced 30-50% cheaper. 3) Apply placement in all building projects are under construction , but and in many existing structures, ensuring seismic protection. Protects and lightweight construction of tornadoes . Use also as anchor for the support of ground slope on highways . Εnsures a strong foundation in soft ground. And all this in a patent There is no absolute seismic design. The invention provides the absolute seismic design. This monopoly makes it very marketable. The scientific team consists of Professor Panagiotis Karidis seismic technology and Founder of seismic base at Technical University. Nikos Markatos chemical engineer and former rector of the Technical University. All of us have over 40 years experience, and this is the guarantee of the investment that we ask you to do.
  12. Yiannis Lymperis's antiseismic patend can save lives and properties. Vote for him to help this grow. https://www.facebook.com/industrydisruptors?v=app_263241163769223&from_id=312276
  13. 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