TIS Connecting Structures

Seismic Isolation

Bonding Scheme Design

The main difference that can be noticed between new and traditional standards (no more in force in any European country) is in "dropping" the admissible tensions method and adopting the ultimate limit state one, which focuses on performances, comparing a calculation solicitation Sd to a resistance capability Rd.
The ductility concept becomes essential with the Capacity Design criteria, aimed to avoid collapse throughout the chronological control of the plastic hinges formation.
The primary modification issued by the new standards concern the official acknowledgement, with the consequent "freedom", of innovative technologies on the control of the seismic response of structures. In the past, an authorization had to be requested to the "Superior Council of Public Works" according to the guide lines dated 1998.

TIS designs, bonding schemes for the seismic protection of new structures and adapts existing ones.
These studies are carried out with the employment of models with calculation codes FEM, linear and not linear dynamic analysis

3D Design

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Seismic Isolation
Bonding Scheme Design
3D Design

Seismic Isolation

The traditional approach, born instinctively with the aim to increase the "strength" of what seems inadequate to sustain a load, has lead to modify structures, increasing resistance to poor parts detected by earthquakes.
The most recent energetic approach has modified such philosophy, orientating towards a more convenient 'control' and "employment" of the effects generated by a seismic event, considering a collapse as a last analysis, privileging life to damage. Employing the damage as a passive protecting element.
This strategy considers the earthquake as an energy release, bursting from the earth, as waves to the surface (which modifies, filters, enlarges etc. throughout the subsoil.) up to overwhelming the structures. This energy remains harmfully active until it's exhausted. The damage is an energetic form of consumption: needs work for its production. An incremental damage (ductility), uncompromising vital elements (capacity design) assures that the energy absorbed by the structure is strategically "used" postponing as last chance for the structure to collapse.

On the other side a less resistance increase of structural elements could turn out to be unsafe for the following reasons:
- generally it corresponds to it an increase of stiffness in the system and considering the response spectrum it's easy to verify that stiffed structures (low response period) correspond to the burdensome trail of the spectrum itself.;
- an increase of stiffness/resistance often coincides with an increase of masses, or rather with an increase of the dynamic action, good to point out that it's actually throughout this opposing force that any element triggers if obliged to change it's own motion.

Considering that the seismic event as a purely dynamic phenomenon, the dynamic analysis, reveals a well wide outline, suggesting a variety of solutions to condition the structural behaviour. It's possible to intervene on the response performing not only on the stiffness (structural geometry) but also on the dissipative matrix (sections' and materials' ductility) and inactivity (structural mass and of it's distribution) otherwise, more proficient and less laborious parting the structure's frequencies from the highest spectrum responses. (isolation)
It's possible to activate a correct response control, acting on the structure, or otherwise around the structure employing techniques and technologies that can mutate the response without any alteration of the structure.
The isolation acts by decreasing the acceleration suffered, modifying the dynamic response to the structure.
Increasing it's own period, usually around 2 seconds, the response (the consequent project's acceleration) is shifted on the descending branch of the spectrum curve.

TIS Connecting Structures

Planning & Designing

Seismic Isolation

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Bonding Scheme Design

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3D Design

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Seismic Isolation

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