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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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