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.