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  #81  
Old Posted Mar 29, 2017, 5:50 PM
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Originally Posted by stevebertrand View Post
Do u have an experience of using this material? http://metal-disain.com/en/katalog/reshetki/fasadnye/ How would you evaluate this construction according to your practice?
No, I do not know the material. It looks very good!
Patent http://patft.uspto.gov/netacgi/nph-P...F9%2C540%2C783
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  #82  
Old Posted Oct 17, 2017, 8:03 PM
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  #83  
Old Posted Oct 25, 2017, 2:51 PM
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You might be interested in this.

2 meters wall of new UBC concrete withstood nearly triple the strongest quake ever recorded

The material is called an eco-friendly ductile cementitious composite (EDCC) and is so strong and flexible that it acts like steel, bending during an earthquake instead of crumbling like concrete.

Walls that are sprayed on both sides with the material performed so well in seismic tests that UBC engineers dubbed it the ‘unbreakable wall.’

Soleimani-Dashtaki had to turn the dial to three-times the magnitude of the strongest earthquake ever recorded in order to break down a two-meter wall of EDCC in seismic tests.

The technology developed at UBC will cut retrofit costs in half, added UBC civil engineering professor Nemy Banthia, who supervised the EDCC project.
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  #84  
Old Posted Dec 25, 2017, 3:11 PM
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You might be interested in this.

2 meters wall of new UBC concrete withstood nearly triple the strongest quake ever recorded

The material is called an eco-friendly ductile cementitious composite (EDCC) and is so strong and flexible that it acts like steel, bending during an earthquake instead of crumbling like concrete.

Walls that are sprayed on both sides with the material performed so well in seismic tests that UBC engineers dubbed it the ‘unbreakable wall.’

Soleimani-Dashtaki had to turn the dial to three-times the magnitude of the strongest earthquake ever recorded in order to break down a two-meter wall of EDCC in seismic tests.

The technology developed at UBC will cut retrofit costs in half, added UBC civil engineering professor Nemy Banthia, who supervised the EDCC project.
Thank you, it's a very interesting article!

My patent reacts differently. 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.
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

Last edited by seismic; Jan 5, 2018 at 7:15 PM.
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  #85  
Old Posted Mar 2, 2018, 7:55 AM
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Let's really talk about absolute earthquake technology.

It is a method that uses a mechanism for joining the upper ends of a reinforced concrete wall with the ground in order to send in it the upward tensions created by the torque of the wall to prevent large displacements and tensions of the wearer occurring during the earthquake .
We have placed on a table two columns, one column screwed on the table, and the other simply put on the table. If one shifts on the table, the unbolted column will be overthrown. The bolted column withstands the lateral loading. We do exactly the same in every column of a building to withstand more lateral earthquake loading. That is done, by simply screwing it to the ground.
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.
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  #86  
Old Posted Apr 15, 2018, 2:54 PM
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Tensioning between of the upper edge of the walls with the earth reduces the displacements responsible for all the stresses that develop on the structural carrier.

The patent is stacked into the ground to draw from it a force that transfers it to the upper end of the wall in order to apply a counterbalance to the torque of the wall
One cubic meter of reinforced concrete weighs 2400 kilos. The steel reinforcement in it is about 140 kilos per cubic meter. Empirically if you multiply the number of 0.25 by the square meters of each floor then you will find the cubic meters of concrete. In the end, add + cubic meters of the bases.
So if we have a building skeleton with a floor area of ​​100 square meters, if we multiply by 0.25 we will see that it consists of 25 cubic reinforced concrete weighing 25 x 2400 = 60000 kilos or 60 tons. Steel reinforcement is 25x140 = 3500 kg or 3.5 tonnes. That is, 3.5 tonnes of steel for 60 tonnes of concrete are needed.
A cable winch (crane) weighing 3.5 tons, how many tons of weight could it lift? Answer = Thousands of tons. (not dozens)
Conclusion Concrete has a lot of reinforcement in it that has the ability to lift the weight of the construction hundreds of times But the constructions in large earthquakes suffer damage.
Something is wrong in the study done by the civil engineer.
What's wrong? Imagine a man drowning in the sea. A civil engineer will throw the rope into the sea and leave without holding the edge of it. They do the same with the constructions. They put a lot of steel reinforcement without wrapping one end into something stable from which they could gain strength.
The method with the mechanism of this patent is what it does, which is not done by mechanical engineers. The patent is stacked into the ground to draw from it a force that transfers it to the roof to stop the drifts and the tensions that deform the structural bearing elements.
You've heard that they say (the drowning of his hair is caught) Somehow, they are building the construction today ... many irons for little benefit. One has to explain to them that they have to tie one end of the rope on a firm and strong place. (like ground) This is what I'm trying to explain 10 years! But some have not yet understood it. If they do this with less steel they will have more effective results with the earthquake.

Last edited by seismic; Apr 18, 2018 at 8:35 PM.
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  #87  
Old Posted Apr 27, 2018, 5:13 PM
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Τhe patent achieves the following

1)The consolidation of the nodes of highest level of the walls with the ground, using the mechanism of the invention, deflects the upward tensions created by the wall overturning torque transporting them freely and directly from the roof into the ground and in this way stops the displacements responsible for all growing tensions on the body of the bearing elements which they cause inelastic bending deformations and failures in a major earthquake.
2 ) Also the mechanism and method of anchoring provides very strong foundation in soft soils
3)The wall receives only compressive stresses at both ends a) at the upper end b) and the facing lower end near the base. Does not exist anymore tensile strength. This means that there are no longer torques in the nodes Does not exist anymore mechanism of concentric forces failure The floor mechanism (soft floor) does not exist anymore
4) Does not exist anymore coordination because the whole construction is shifted with the same frequency and the same oscillation amplitude
5) The wall also receives horizontal shear forces. Apply tension at all edges of the wall with the patent mechanism increases the ability to horizontal shear forces.

Last edited by seismic; Apr 27, 2018 at 5:39 PM.
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  #88  
Old Posted May 12, 2018, 1:45 AM
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The final solution to the earthquake question.
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  #89  
Old Posted May 12, 2018, 9:04 PM
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The final solution to the earthquake question.
thank you!
https://www.youtube.com/channel/UCZa...Zs3gvEulYCex2A
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  #90  
Old Posted Sep 9, 2018, 12:23 PM
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How do we cancel based on movements, the distortion, the flexural behavior, the blatant failure, in particular critical member areas of the reinforced concrete and how we can improve their shear resistance;

Answer. By limiting the walls displacements responsible for all the above tensions.

Question. How do we manage do that?
Answer . By joining their upper ends with the ground.

Question. How can we improve their shear resistance;
Answer . By imposing compression in cross sections in the context of overlapping.

The embedding of the nodes of the maximum level with the ground limits displacements responsible for all growing tensions

Question. Where? upward tensions of the walls are driven developed from bending and tipping torque?
Answer . Received by the mechanism of the invention from the roof and diverted driven (by the tendon which passes freely the wall through a pipe ) in the ground, removing these tensions from the members of the reinforced concrete.

Question. What tensions are being applied on the wall with this reinforcement method;
Answer . Only compressive tensions at the ends, above, and below. Tension stresses they do not exist anymore because it is receives by the free tendon and sends them into the ground. This is the reason that the tendon passes freely the walls through a pipe.

Question. How does the embedding of anchoring manage to undertake upward and downward tensions?
Answer . The mechanism is so constructed to convert the transverse traction in pressure to the slopes of the drilling where it is mounted. This pressure increases adhesion ensuring a strong anchorage on the drilling slopes capable of taking upward tensions. Maintaining this intensity we fill the borehole with concrete to create a concrete pile to receive and downward tensions. It is initially applied between the foundation surface and the anchoring mechanism so, to apply strong consolidation without burdening the construction with large loads. After ensuring a strong consolidation in the ground we have the ability to apply a second lower intensity on the roof to improve shear strength of the wall.
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  #91  
Old Posted Nov 10, 2018, 9:23 PM
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Most popular papers in Open Journal of Civil Engineering

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  #92  
Old Posted Dec 9, 2018, 11:45 AM
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One of the major design errors, towards the dynamic response of structures to seismic displacements.

The cooperation between concrete and steel in a Reinforced Concrete structure is achieved with relevance.

By the term - Relevance - is defined the combined action of the mechanisms that prevent the relative sliding between the bars of the reinforcement and the concrete surrounding it.

The mechanisms of relevance is adhesion, friction, and, in the case of steel bars with ribs cartilage , the resistance of the concrete trapped between the ribs cartilage.

The combined action of these mechanisms is considered to be equivalent to the development of shear stresses on the concrete and steel contact surface.

When these stresses reach their limit value, occurs destruction of relevance in the form of rupturing the concrete along the bars and detachment of the steel rods.

The relevance mechanism on Concrete Walls, during rotation of the wall, multiplies the torque intensities at the base and transfers them to the foot girder which bends and breaks


SOLUTION
Connect the base to the periphery, with the earth, with the mechanisms of the patent

This connection of the base with the earth it transfers the torque power into the earth by preventing the transfer on the foot girder

If the union - consolidation is made at both ends between the upper edges of the wall and the ground then we stop many other destructive tensions such as these are created from

a) The bend of the wall, (b) the critical failure area, (the critical failure area does not appear with this method ) (c) the potential difference of the relevance mechanism observed in the body of the wall near the base there in the critical fault area between left and right torque. d) The connection of the upper edges of the wall with the ground beneath the foundation deflects the upward wall tensions (created by torque, roll over the wall) into the ground by removing large stresses from the structure.

The control of the displacements - deformations (as shown in the figure) is 100% connected with the structural damage control, because by controlling the displacements - deformations of the construction is prevented the occurrence of the damage

Comparable experiments.

1) Experiment, with insufficient displacement control
https://www.youtube.com/watch?v=l-X4tF9C7SE&t=74s

2) Results of failures of the first experiment
https://www.youtube.com/watch?v=sZkCKY0EypM

3) An experiment with the invention which controls 100% of displacements.
https://www.youtube.com/watch?v=RoM5pEy7n9Q


Last edited by seismic; Dec 9, 2018 at 1:59 PM.
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  #93  
Old Posted Jan 10, 2019, 1:16 PM
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The mechanism that stop the displacement of the top of the construction
The simplest description of the patent I can do is that ... if we screw (with the mechanism) the upper edges of a wall with foundation ground, it will withstand larger lateral overturning forces than another wall that simply rests on on the ground. If we stop the primary torque of the wall overturning by my method (on each wall of the structure) we have stopped the displacement of the structure. By controlling the displacement of the structure, you also control the tensions ... responsible for the inelastic deformations of the structure that lead to the blatant failure.

Last edited by seismic; Jan 10, 2019 at 3:53 PM.
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  #94  
Old Posted Feb 26, 2019, 8:58 PM
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It is crazy to have invented the absolute anti seismic system in your country (Greece) and, no one in this country is interested in researching this patent. Unfortunately, my English is not good, and I can not express myself as I would like in this forum. I give you a link from a Greek engineering forum that I write and I have more than 610,000 visits. And in another forum 250,000 visits.
The craziest thing is, I have not gotten an answer...!
If you are interested in the patent and you know the Greek language, see these two links.
https://www.3dr.eu/forum/viewtopic.p...3&p=2868#p2868
http://www.amoives.gr/forum/%cf%84%c.../page__st__150

I will be happy to work on the applied research, with anyone who wants it.

Last edited by seismic; Feb 26, 2019 at 9:47 PM.
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  #95  
Old Posted Apr 5, 2019, 1:21 PM
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Please Is there an experienced professor of earthquake technology to tell me his opinion about this experiment?
https://www.youtube.com/watch?v=RoM5pEy7n9Q&t=3s
English speaking video
https://www.youtube.com/watch?v=IO6MxxH0lMU

Last edited by seismic; Apr 5, 2019 at 6:27 PM.
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  #96  
Old Posted Apr 26, 2019, 6:18 PM
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Applied investigation in construction technology

Author: Ioannis Lymberis
Independent investigator of antiseismic construction technology.
Prologue
Unlike the industry, where the requirements in the performance and performance of a product are specific and the finished products are characterized by complete homogeneity, the final "products" of the Civil Engineer show dissimilarities and each project presents its own particularities, its own requirements and its own constraints on the computational solution of various civil engineering problems. For this reason my research has a multidimensional research background on the proposed methodology for solving various problems of Civil Engineering (for the anti-seismic strengthening of structures) where it is opposed to the modern architectural needs, which require as much as possible free floor plans and reduction of building elements.
The mechanisms and construction methods I use have as their main purpose the minimization of the problems related to the safety of the constructions, in the case of natural disaster phenomena such as the earthquake, the wind turbines and the very strong lateral winds . I have invented various design methods, and the appropriate mechanisms, designed to control the deformations of the construction. The damage and deformation of a structure under seismic excitation are closely related concepts, since the control of the deformations during the design process also controls the damage. Design methods have the ability to control 100% deformation of the wearer, or allow it to rock into the elastic area in which no defects occur, preventing inelastic displacement. According to this research this is achieved by a continuous pulling of the nodes of the highest level of construction towards the ground and the ground towards the construction, making these two parts a body. These traction forces are applied by locking and pulling mechanisms.
The mechanisms consist of tendons that freely penetrate through the passageways the cross-sections of the sides of the walls, as well as the length of drilling underneath the base tread within the foundation soil. The lower ends of the tendons, before erecting the structure, are housed in the depths of the boreholes with anchor-type locking mechanisms. Their upper end is hinged to the nodes of the top level with anchoring mechanisms. These mechanisms, apart from clamping mechanisms, are also pulling mechanisms having the ability to impose also compressive loads in the cross sections of the vertical bearing members. The attraction of the tendons from the traction devices located at the nodes of the highest level, as well as the reaction to this traction coming from the downwardly tapering ends of the tendons at the depths of the drilling, create the joining of the walls of the structure with the ground. Primarily (before erection of the structure) we have anchored the anchoring mechanisms into the ground by applying traction mechanisms to the tendons, twice the calculation stress, between the foundation surface and the anchoring mechanism at the depths of the drilling.
During dragging the mechanism expands by exerting radial radial pressures to the slopes of the drilling ensuring both compaction of loose soils and high friction at the jaw interface of the mechanism and the soil creating affinity conditions for ground-locking. By maintaining these pressure intensities to the drilling slopes, we fill the hole for further adhesion and protect the mechanism from oxidation. When the ground consolidation is completed, we have an in-depth foundation that successfully accepts both the up and down design stresses of the base shoe. When the consolidation on the ground is completed first, the progressive construction of the project follows, as well as the free passage of the tendons through the walls of the walls by means of passage pipes. Subsequently, the upper edge of the stretchers on the upper edges of the walls is pushed or the compressive tensions are forced into the cross section with the traction mechanism. The method of design includes the construction of a sufficient number and size of reinforced concrete walls of various shapes placed in the appropriate positions in which the mechanism imposes compressive loads on all the sides of their cross section to react to the overturning moments in bi-lateral displacements. This force applied by the compressive loads in the cross sections comes from an external source, that of the foundation soil.
These walls may be located on the perimeter of the building (except shop facades) to surround the stairway and the elevator (strong cores) and possibly be internal walls (eg partitioning) throughout the building. The placement of many strong walls implies, of course, due to their great rigidity, a significant reduction in the fundamental idiom of the structure. This, combined with the view q = 1, leads to a correspondingly large increase in the seismic loads of the structure. However, it should not be overlooked that precisely because of the many strong walls, the resistance increases or vice versa reduces cross-sectional loads despite the increase in seismic loads. The walls at the rocking of the structure receive torques (M), right forces (N) (compressive and tensile), and intersecting (Q) The concrete of the wall under the compressive stresses of the mechanism in the order of 50% of its strength, increases its shear strength (Q) by 36%. Generally, the compression of the compressive forces in the cross sections is applied to zero the tensile stresses that are imposed on the wall of the wall by external loads of the earthquake. The application of compressive forces to the cross section of the sanding has very positive results as it improves the oblique tensile trajectories, ensures reduced compression due to compression, while increasing the active cross-section of the wall as well as the stiffness of the structure.
The compressive stresses (N) are obtained by the cross section of the wall and sends them to the ground-leveling mechanism which transfers them to the slopes at the depths of the drilling, increasing the foundation soil response to the downward stresses, creating more and more powerful territorial zones of influence . The upward tensions of the wall, in conjunction with the vertical load components, create the tension (N) The upward tensions receive the tendency from the nodes of the highest level and divert them freely and directly into the ground, thereby removing the way, on the one hand, the intensity stresses from the elements of the carrier and, on the other hand, stops the recall of the base, a cause that activates the vertical, unserviceable gravitational components. In this method the recoil of the base shoe as well as bending of the wall stops, causes which generate the moments (M) in the nodes responsible for the bending of the body of the wearer's elements.
The tensile stresses (N) observed on one of the two walls of the wall no longer exist because the two opposing tensile stresses which tend to elongate one side of the wall no longer exist.
With the method of designing, clamping the top-level nodes to the ground I hope to divert the lateral inertial stresses of the earthquake into the ground by removing them from the areas being driven today by preventing the relative displacements (ie the drifts) and thus the intensity and the deformation developed throughout the carrier is limited, while at the same time ensuring a stronger bearing capacity of the foundation soil. With the appropriate design of wall dimensioning and their placement in suitable locations, we prevent the torsional buckling that occurs in asymmetrical and metallic high-rise constructions. . The drilling shows us the quality of foundation soil which can hide many surprises due to its physical heterogeneity. The consolidation of the structure with the ground does not permit vertical bounces, that is the displacement phase difference between the vertical components and the ground, eliminating the vertical load-increasing stresses between the construction and the ground. It keeps the range of construction shifts constant, irrespective of the intensity and duration of the earthquake, by controlling the deformation and coordination and therefore the failures.
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  #97  
Old Posted May 24, 2019, 4:17 PM
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Applied investigation in construction technology

Author Ioannis Lymperis
Independent researcher of antiseismic construction technology.
The anti-seismic construction technology has modern and good anti-seismic regulations! However, the structures do not withstand any major earthquake. There are too many unpredictable factors that can bring destruction to what modern earthquake structures. The factors that determine the seismic behavior of structures are numerous, and in part probable. Unknown direction of the earthquake, unknown exact content of seismic excitation frequencies, unknown its duration. The maximum possible accelerations given by the seismologists, and determining the coefficient of earthquake resistance design, have a probability of exceedance of more than 10%. The correlation of quantities such as "Inertial tensions - damping forces - elastic forces - dynamic construction features - soil construction interaction - imposed ground movement " is non-linear, directional. According to the modern regulations, the seismic design of the buildings is based on the requirements of efficient node design and ductility. The inevitable inelastic behavior under strong seismic stimulation is directed to selected elements and failure mechanisms. The incompetence of the nodes, and the limited ductility of the elements, will produce blatant forms of failure. The purpose of the modern anti-seismic regulation is to construct structures that: a) In frequent small earthquakes, with a high probability to happen, construction will suffer nothing, b) In medium-sized earthquakes, medium probability of becoming, construction will suffer minor repairable damage and c) In very strong earthquakes, little chance of happening will have no losses of human lives. So we should not use the term "The Ultimate Anti-Seismic Design." We should use the term "Quality constructions" This means applying the requirements of all modern regulations. The quality of construction and its safety is also a function of the economic situation of the countries. It is understandable that poor countries can not be compared with countries where they have very expensive modern anti-seismic regulations. Conclusion ... there is no Ultimate Anti-Seismic Design today, and we should not refer to Ultimate Anti-Seismic Design. So, there is a great need today to invent the Ultimate Anti-Seismic Design with lower construction costs.
...............................................................
The design mechanisms and methods of the invention are intended to minimize the problems associated with building safety in the event of natural phenomena such as earthquake, hurricanes, and lateral gusts of strong winds. This is achieved by controlling the deformations of the structure. Damage and deformations are closely related concepts, since by controlling the deformations, controlled and damage. The invention controls deformations, irrespective of the duration and intensity of the earthquake. It regulates shaking to the limits of the elastic displacement, preventing, inelastic displacement.
According to the present invention, this can be achieved by a continuous pre-stressing ( applied by the upper edges of the walls of the building) of both the building structure towards the ground and of the ground towards the structure, making these two parts one body Said pre-stressing is applied by means of the mechanism. Said mechanisms comprises steel cables crossing freely (through pipes) the edges of the structure vertical support walls and also the length of drillings 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. Basically we have build one clamped structure with the ground from the nodes of the highest level. But if we want, we have the mechanism to impose compressive tensions from the nodes of the highest level at the edges of the wall sections. Before we build the foundation of the building, we apply tension to the tendons (twice the design stresses that the mechanism must take) between the height of the foundation soil surface and the anchoring mechanism at the depths of the drilling. When pulling the tendon, the anchor mechanism expands, exerting peripheral radial pressures on the loose slopes of the drill, ensuring (a) condensation of loose slopes, and (b) great friction at the interface of the jaws of the mechanism and the soil, creating conditions of relevance for the locking of the mechanism in the ground. While maintaining the mechanical stresses, we place an injection of reinforced concrete into the hole for further adhesion. By completing the locking of the mechanism in the ground, we have an in-depth foundation mechanism that successfully receives the upward and downward tensions of the construction walls. It follows the gradual construction of the project and the free passage of the tendons through the edges of the walls through diode tubes. The extension of the tendons is applied with bolt connections. There is the possibility, to have a simple clamped structure with the ground, or alternatively, we can apply compressive tensions to the cross-section with the mechanisms.
One method of the design methods, includes the construction of a sufficient number and size of reinforced concrete walls, with cross sections of different geometric shapes and directions, placed in the appropriate positions, in which the mechanisms impose on their upper edges compressive loads on all sides of their cross-section, in order to apply stability moments, against torsional moments. The compressive loads in the cross sections are derived from an external force, that of the foundation soil.
The walls may be on the perimeter of the building, (excluding shop facades) to surround the stairway and the elevator, (strong wells - cores) and possibly be internal walls separation of apartments, extending throughout the height of the building. The placement of many strong walls brings great stiffness, and a substantial reduction in the fundamental natural period of construction. This, combined with the view q = 1, leads to a correspondingly large increase in the seismic loads of the structure. However, it should not be overlooked that precisely because of the many strong walls the strength increases or, otherwise, the cross sectional loads are reduced, despite the large increase of seismic loads. The walls under seismic excitation receive torques (M), right forces (N) (compressive and tensile), and shear forces (Q). The wall under the compressive stresses of the mechanism, increases its strength, to the shear forces (Q) up to 36%. Enforcement of compressive forces in the cross-sections of the walls, is applied, to zero the tensile stresses, to create the torque of stability, against the wall torque overturning, and increasing the cross-sectional strength to the shear force. The application of compressive forces to cross sections has very positive results as it improves the orbits of the oblique tensile strength, ensures reduced cracking because there are compressive forces, while increasing the active cross section of the wall.

The compressive forces (N) are taken up by the cross-section of the wall and transferred to the grounding mechanism, which sends them into the slopes of the drilling. The mechanism increases the strength of the loose foundation soil creating strong territorial zones to receive static loads. Upward tensions and vertical load components of the wall create tensile strength (N). Upward tensions, which overturn the wall, are received by the tendon from the nodes of the highest level and deflecting these directs them into the ground, removing one of the two forces that creates the tension on the wall side. This method stops the rotation of the base shoe, and the bend of the wall, causes, which generate the torque of the nodes (M) responsible for the bending of the trunk, of the beam and of the wall. The tensile stresses (N) on the wall side no longer exist.
With the design method, of the clamped structure from the nodes of the highest level with the ground, hope I will deflect the inertia tensions of the construction and direct them straight into the ground, removing those from the areas currently driven, preventing and avoiding deforming shapes, which are so many, as well as the various directions of earthquake displacements, so that the tension in the structure,
to appear limited, while at the same time ensuring a stronger bearing capacity of the foundation soil. If we design the correct dimensioning and shape of the walls, and place them in appropriate locations, we prevent the torsional buckling which appears in asymmetrical and metallic high-rise constructions. The opening of the drilling shows us the quality of the foundation soil, which hides many surprises because of its natural inhomogeneity. The clamped structure does not allow vertical bounces, eliminating impact stresses that increase construction and ground loads. It maintains the construction, within the limits of the elastic phase of displacement, irrespective of the intensity and duration of the earthquake, preventing coordination.
The Mechanism of relevance. Problems and solutions.
The collaboration between concrete and steel is achieved with the relevance. By the term relevance defined the combined action of the mechanisms which prevent relative slippage between the reinforcement bars and the concrete surrounding them. The mechanisms of relevance are adhesion, friction and, in the case of steel bars with ribs, the resistance of the concrete that is trapped between the ribs. The combined action of these mechanisms considered to be equivalent with development shear stresses in the concrete and steel interface. When the stresses reach limit resistance, relevance of concrete is destroyed along the length of the steel rods and the steel rods are detached from the concrete.
A) The first problem of relevance is created by the high strength of steel, which turns the failure in shear failure and is extremely brittle. To solve the problem of shear failure, we need to ensure that it will not be created. As a partial solution of the problem , we know the following. The reduction of stresses is achieved by increasing the concrete coating and reducing the diameter of the reinforcement bars. The increase in the limit value of strength, is achieved by increasing the strength of the concrete. Placing horizontal reinforcement works favorably, limiting the opening of growing cracks. 1) Requested.
A method where the concrete receives only compressive forces and the steel receives only tensile stresses.
B) Second problem, uncounterbalancing, forces
When the wall is bent, are being developed, compressive forces on one side and tensile stresses on the other side. When the tensions reach to a marginal
point a failure occurs in a specific area of the cross section at the bottom of the ground floor which it is called critical failure area which you notice the maximum concentration of compressive and tensile stresses. It's the area where it exists the bend of the wall and which separate their direction the tensile forces in left and right directions, and the region of the other side,
where they collide the compressive forces. The contrast of the tensile forces
in this area, separates the trunk of the wall in two parts with uncounterbalancing, forces. The lower region receives higher stresses,
(those of the great moments where the lever arm of the wall lowers down to the base) with a shorter length of relevance. The result is early inexpediency
and failure of relevance. 2) Requested
A cooperation method of concrete and steel, in which will presented counterbalancing, forces.

C) C) Third problem. Lever arm.
The walls are powerful lever arms, where their height extends from the roof to the base. They have an invisible fulcrum at the point of bending and a articulation located at the side of the base. The method of reinforcing the concrete, with the mechanism of relevance, helps the lever arm to multiply
and to lower very high torques at the base, imposing large torque loads in the cross section of the wall and the body of the foot girders. 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.
Requested.
A method of reinforcing the concrete where it does not exist the mechanism of lever arm that multiplies the tensions of torques which drops to the base.
SOLUTION OF RELEVANCE PROBLEMS WITH THE NEW DESIGN METHODS
A) In the new design method for the cooperation of cement and steel, the concrete receives only compressive forces at their two opposite ends, up and down, and steel receives only tensile strengths. We know the concrete it can withstand 12 times more in compressive forces than it does in tensile forces, and that the steel has high tensile strengths.
Conclusion,
The absence of shear stress in the concrete and steel interface, which is achieved by the free passage of the tendon through the concrete cross sections of the wall with the help of the passage pipes, combined, with the high strength of concrete in the compressive forces, as well as the high strength of steel in tensile stresses, are three great factors offered by the new method which contribute to higher strength of construction, with less steel.
Because with this method do not exist the premature material failure of the concrete and the concrete, giving steel the time to exhaust its specifications for its high tensile strength.
Result
Economics in steel with greater durability. All that needs to be calculated is the cross sections of the concrete, to has the required strengths to compressive forces and the steel the corresponding strengths in tensile stresses.
B) The new design method does not present non counterbalancing, forces as presented in the relevance Tensions are applied at both ends of the tendon.
At the upper end it receives compressive forces resulting from its application
torque stability of the mechanism, against upward tensions of the wall overturning torque. At the lower end of the tendon we have frictional tension between the bars of the clamping mechanism and the drilling slopes. The tensile stresses in the cross section of the tendon separate in the middle of its length.
Result. balance of tension equilibrium, counterbalancing forces, up, down
C) The new design method eliminates the lever arm mechanism and the large torques that are lowered near the base. Because there is no torque at the nodes, there is no bend in the wall responsible for the lever arm mechanism, which increases the torque intensities, if there is no tensile on one side of the wall, as well as if there is no turning of the wall.
Result. a) Removes stresses from the construction b) Removes tension from the tendon of the mechanism c) Does not lower any torque on the base.
Question.
And where are directed these tensions are removed;
Answer
Inside the ground. Today we drive them cyclically over the sections of the bearing elements

Experiment Higher Acceleration Measurement.
https://www.youtube.com/watch?v=RoM5pEy7n9Q
I did a lot of experiments
microscale
with a scale of 1 to 7,
mass 900kg
with steel reinforcement
with double squares
5Χ5 cm Φ / 1,5mm,
with concrete material
on a microscale.
I used sand with cement
proportion
1 part of cement 6
parts
sand.
Width of oscillation 0.15m
Shift 0.30m
Full oscillation 0.60m
Frequency 2 Hz
Acceleration in (g) a = (- (2 * π * 2) ^ 2 * 0.15) / 9.81
a = 3,14x2 = 6,28x2 = 12,56x12,56 = 157,754X0,15 = 23,6631 / 9,81 = 2,41g of natural earthquake.
Inertia power (F) ground floor F = m.a 450 X 23,663 = 10648 Newton or 10,65 kN.
first floor 450 x 23,663 = 10648 Newton or 10,65 kN.
Total force F (Inertia) 10,65 + 10,65 = 21,3 kN
Moment of inertia
Strength X Height ^ 2
Ground floor 10,65x0,67x0,67 = 4,8 kN
First floor 10,65x1,35x1,35 = 19,4 kN
Total Inertia Torque 4.8 + 19.4 = 24.2 Kn

Last edited by seismic; May 28, 2019 at 7:45 PM.
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  #98  
Old Posted Jul 3, 2019, 1:49 PM
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1) What I am introducing as new to the science of earthquake technology, and at last you start to understand it, is that it is wrong when you just place the construction on the ground.
When there is no combination of compound of the soil with the construction, all the inertia tensions are converted into turns - torques and transferred to the cross sections of the bearing elements, of the beam, of the column, and of the slab.
2) When there is construction and ground consolidation, all inertia tensions are diverted and driven into the ground and not over the cross sections that are currently being sent.
3) There is a big difference from consolidation, in, consolidation.
a) By screwing the base of a small and square cross-section of the column with the ground the benefit is small.
b) If we screw on both sides, the base of an elongated wall with the ground the benefit is too much.
c) By screwing together the upper edges of an elongated wall with the ground, the benefit is unimaginably even greater.
d) If we screw on both sides, at each corner, all the upper edges of a building, made entirely of reinforced concrete, with the ground, we get the greatest benefit we can have.
The reason is simple, it has to do with the lever arm, and the elasticity.
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Old Posted Jul 27, 2019, 3:38 PM
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The technological future of construction

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Old Posted Jul 28, 2019, 1:14 PM
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The Patent Idea
We have placed on a table two columns, one column screwed on the table, and the other simply put on the table. If one shifts on the table, the unbolted column will be overthrown. The bolted column withstands the lateral loading. We do exactly the same in every column of a building to withstand more lateral earthquake loading. That is done, by simply screwing it to the ground. This pretension between the roof of the structure and the soil has been globally disclosed for the 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 exerting a lifting force on the bases, as well as creating a twisting action in all of the nodes of the structure.
The ideal situation would be if one could construct a building framework where, during an earthquake, all the plates would shift by the same amplitude, at the ground without differing phases.
The research I have carried out resulted in just this. The method of the invention eliminates all these problems of deformation in the building construction applying pretension, through the mechanism, between the roof of the structure and the soil.
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 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 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.
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.
With the design method, of the clamped structure from the nodes of the highest level with the ground, hope I will deflect the inertia tensions of the construction and direct them straight into the ground, removing those from the areas currently driven, preventing and avoiding deforming shapes, which are so many, as well as the various directions of earthquake displacements, so that the tension in the structure, to appear limited, while at the same time ensuring a stronger bearing capacity of the foundation soil. If we design the correct dimensioning and shape of the walls, and place them in appropriate locations, we prevent the torsional buckling which appears in asymmetrical and metallic high-rise constructions.
Generally, the inventive design method offers absolute anti-seismic protection because it stops the construction deformation in the earthquake.
So we ensure security by protecting our home, protecting our lives and its inanimate content.
Αt the same time, you achieve economy, from repairs.
Analytically.
1) Stops bending on all trunks of beams and pillars
2) Maintains the base foot always horizontal and glued to the ground, preventing it from turning around the joints of its edges.
3) Increases the strength of the concrete limit value to the cuts by applying stresses to the cross sections.
4) Minimizes torque at the nodes as well as the torque of the wall, as it creates a torque of stability against the torque of the wall.
5) Increases the foundation soil's capacity for receiving vertical loads.
6) Removes the shear failure of concrete in relevance, due to steel over-strength.
7) Removes the lever arm mechanism.
8) Ensures that the concrete only accepts stresses of tension (in which it can withstand 12 times more than it is tensile) and steel only tensile strengths.
9) Eliminates the floor mechanism, the critical failure area and the potential difference of the stresses
10) Increases the active cross-section of the wall. 11) Eliminates cracking 12) Improves oblique tension.
13) Prevents building bounces on the ground that increase vertical loads.
14) Sampling the soil quality during drilling work. 15) Eliminates inertial tensions and leads them into the ground, preventing them from being driven over the cross-sections of the structural elements.
16) Zero period, prevents coordination
17) Stops the phase difference of the floors.
18) Achieves reduction and elimination of tensile stresses in vertical concrete elements
19) Stops the torsional buckling
20) Smoothes the dimensions in the bases, and removes part of the reinforcement.
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