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    • 专利摘要:
    The present invention describes an earthquake protection connection element for the connection between structural elements, comprising longitudinal bars of sma type and with superelasticity at room temperature; transverse reinforcement of conventional steel; concrete of type vhpc or uhpc in which the bars are embedded; connectors between conventional steel bars of the structural elements and the bars of the connecting element; and together between the connecting element and the structural elements. (Machine-translation by Google Translate, not legally binding)
    公开号:ES2611580A1
    申请号:ES201631022
    申请日:2016-07-27
    公开日:2017-05-09
    发明作者:José Luis BONET SENACH； Javier PEREIRO BARCELÓ；Alberto NAVARRO GÓMEZ
    申请人:Universidad Politecnica de Valencia；
    IPC主号:
    专利说明:

     CONNECTION ELEMENT FOR PROTECTION AGAINST SISM FIELD OF THE INVENTION The present invention relates generally to the field of construction, and more specifically to the protection against physical and economic damage to buildings due to seismic movements. BACKGROUND OF THE INVENTION Traditionally, the seismic design of structures was aimed at preventing human lives from global or local collapse of structures in the face of an earthquake.  In the 1960s, the "Association of Structural Engineers of California" (SEAOC) expressed the importance of damage assessment, both in structural and non-structural elements, in the seismic design of structures.  Despite this, the seismic design maintained the same criteria until the 1990s.  Thus, major earthquakes in the US and Japan, in the late 80s and early 90s, did not mean significant life losses but significant economic damage and loss.  In response to these facts, the “Behavioral Seismic Engineering” of the “VISION 2000” document published by the SEAOC in 1995 emerged as the most important idea in the last 25 years in reference to seismic design or reinforcement of structures.  This change of paradigm modified the objective of the current seismic design based mainly on the capacity of the structure to fulfill the intended purpose, taking into account the consequences of its non-compliance.  30This document defines four levels of behavior based on the importance of the earthquake (operational, immediate occupation, vital safety and noncollapse), where it is accepted from any type of damage to the total damage of the structure, yes, in any case you must ensure the vertical capacity of the structure in order to be able to dislodge it in safety conditions after a very rare earthquake. 5In this regard, Eurocode 8 of 2004, applicable to the project and construction of buildings and civil engineering works in seismic regions, sets out as the objective of its application to ensure that, in case of earthquakes, human lives are protected, the 10th year is limited and that the important structures for civil protection continue to operate. The behavior of conventional structures calculated on the basis of Euro 8 has drawbacks that the patent object invention manages to replace.  The damage resulting from a seismic event of a certain entity is high and is concentrated in the connections between structural elements: the concrete of the coating explodes, the compressed steel reinforcements buckling and the area of damage formed is very large.  As a consequence, the repair of these structures, in cases where it is possible, is complex and expensive. Moreover, there are many cases in which the residual drift that has the state structure that must be demolished.  Therefore, aspects such as the high damage after an earthquake, the cost of repair, the zero capacity of self-re-entry of the structure, represent serious inconveniences that cause the cost of the life cycle of these structures to be high.  In addition, these conventional solutions do not ensure the functionality of infrastructure of special importance such as power plants, hospitals, water suppliers, etc.  after an earthquake. WO2015100497 discloses a system ofStructural damping suitable for seismic protection in which a jacket provides space for the insertion of SMA rods radially around an axis.  However, this system is relatively complex and expensive to manufacture and the results are not optimal as they are not intrinsically part of the reinforced concrete structure of the building.  WO9857014 refers to an element to be incorporated into structures intended to modify the vibration frequency of the structure in order to protect its integrity against seismic movement.  Said frequency modification is achieved by virtue of the fact that the structural element comprises a piece of shape memory alloy (SMA), which will modify its mechanical properties when an external vibration occurs as is caused by an earthquake.  It is a complementary element that, in the absence of said external vibration, does not fulfill any function within the structure of the construction.  Therefore it implies an additional cost in the construction of the final structure.  20 JPH04317446 refers to a composite material in which metal fibers of different characteristics are embedded in the concrete: steel in martensitic state, superelastic alloy, as well as shape memory alloys.  Said incorporation of 25 metallic fibers gives cement, mortar or concrete the ability to absorb vibrations to some extent.  However, simply using such a composite material does not provide completely satisfactory results in terms of building protection and other constructions against seismic displacements.  Therefore, there remains a need in the art for an alternative solution to those known in the art.previous that allows building earthquake-resistant structures at an affordable price throughout their life cycle that minimizes structural damage and ensures functionality after an earthquake in addition to contributing to the resilience against other types of requests (gravitational, overload of use , wind, etc. ) in non-seismic situations.  Based on current knowledge and design standards, in the face of a high-magnitude earthquake, the structures either collapse, or become unusable due to their high remaining deformations and high level of damage.  Therefore, the main objective of the invention is to provide an element of connection between structural elements that has a great capacity for rotation, low level of damage after an earthquake, is easy to repair and that gives the global structure the capacity to recover after the earthquake. SUMMARY OF THE INVENTION To solve the problems of the prior art, 20 an earthquake protection connection element for the connection between structural elements is described herein, the connection element comprising: - longitudinal alloy memory bars (SMA) and with superelasticidade in room temperature; -transverse armor, preferably conventional steel; -VHPC or UHPC type concrete in which the SMA bars are embedded; -connectors between conventional steel bars of the structural elements and the SMA bars of theconnection element; and -between the connection element and the structural elements. BRIEF DESCRIPTION OF THE FIGURES 5 The present invention will be better understood with reference to the following figures that illustrate preferred embodiments of the invention, provided by way of example, and which should not be construed as limiting the invention in any way. Figure 1 schematically shows arrangement examples of a connection element according to preferred embodiments of the invention. Figure 2 shows two comparative graphs depicting the tensile stress strain ratio of an SMA type alloy bar employed in a preferred embodiment of the present invention and in a conventional steel bar. Figure 3 shows two comparative graphs depicting the compression and tensile behavior of a conventional concrete, a high strength concrete and a concrete according to a preferred embodiment of the present invention. Figure 4 shows two comparative graphs representing the drifts obtained with a connection element according to the preferred embodiment of the invention and with a conventional structure according to the prior art. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The connection element (1) disclosed has application for the connection of a structural element with another of any section, such as for example a beam with a support in a knot or a support with a foundationin any way.  Figure 8 shows schematically 8 examples of application of the connecting element (1), specifically, Figure 1a shows the connection between a support and an isostatic beam in a node, Figure 1b shows the connection between a support and a continuous beam 5 with sheaths (8) in a knot, figure 1c shows the sheath type connection (8) between a prefabricated support and a foundation executed in situ, figure 1d shows the calyx type connection (9) between a prefabricated support and a foundation executed in situ, Figure 1e shows the connection between beams and an inner support in the node, Figure 1f shows the connection between a beam and an external support in a node, Figure 1g shows the connection between the beam and a wall and figure 1h shows the connection of the top head of a stack and a board. In each case, the connecting element (1) according to the present invention is represented between keys. The bars of SMA (2) are arranged in the longitudinal direction of the structural element beam, support or stack. The connecting element (1) can be inserted into any concrete structure, both created on site as manufactured.  The length "L" of the connection element (1) will vary depending on the quality of the materials and the mechanical characteristics of the rest of the structure in which the connection element (1) for earthquake protection is to be inserted.  The connecting element (1) grants a large turning capacity to the area of the structure in which it is incorporated, with minimal damage (easily repairable) and with a capacity to re-structure the structure after the seismic event.  All this is achieved thanks to the combination of two materials: very high-performance concrete or ultra high performance (VHPC or UHPC) (4) and longitudinal bars (2)alloy with shape memory (SMA) and room temperature superrelasticity.  The large turning capacity is achieved thanks to the great deformability of SMA.  This large format could not be mobilized without a concrete with great strength and ductility.  The low damage is achieved thanks to the fact that the VHPC or UHPC concentrates the damage in a single section.  In advanced stages of loading, a large fissure occurs in the area subject to traction, which is joined by the SMA.  Meanwhile, in the compressed area, due to the high percentage of metal fibers and strength of the concrete used, the damage is reduced (although variable, depending on the joint used).  The low cost throughout the life cycle of the structure is also a direct cause of the damage and the ease of repair of the structure after a major earthquake.  Finally, the entry of the structure is caused by the SMA-type material, since super-elastic SMA is used at room temperature, that is, capable of recovering near-zero deformations when the seismic action disappears (Figure 2a).  In addition, the fact of using a VHPC or UHPC20 concrete (4) allows the concrete to suffer a degradation process (cracking or skipping), in the case of cyclic loads, which allows the SMA-type material to help reduce residual displacements. and don't pander locally.  Therefore, the invention is based on the combination of the SMA type material with the VHPC or UHPC type concrete (4).  On the one hand, an SMA-type material inserted in a conventional concrete would cause it to significantly deteriorate against cyclic loads, caused by an earthquake.  Therefore, the great deformability capacity of the SMA could not be used as the energy dissipation is low, since the system would hardly enterlinear of these bars.  On the other hand, using VHPC or UHPC with conventional steel reinforcements has a lower rotational capacity of the patella, less ductility, greater damage and residual deformations, and consequently, a higher repair cost.  In both solutions, the local non-buckling condition of the longitudinal reinforcement is not ensured, which limits the ductility and dissipation energy of the structure against earthquakes. In the connecting element (1) the longitudinal bars (2) of alloy (SMA) can be combined with reinforcing bars of fiber reinforced polymers (FRP), for example of glass or carbon fiber, or passive or active bars of Conventional steel, in order to reduce the cost of construction.  In this case, with respect to the solution of having only SMA bars, the damage zone is increased, the self-centering capacity of the structure is reduced, the repair costs are greater and the structure shows a lower dissipation energy.  Therefore, the optimum behavior from the point of view of the center-centered (minor residual displacements), the reduction of damages, the greater dissipation energy and the lower repair cost is found when it is available in the connection element (1 ) only longitudinal bars (2) of shape memory alloy (SMA). In addition, a transverse reinforcement (3) of conventional steel will be arranged in the connection element (1) to resist transverse stresses (eg, shear stress).  However, due to the use of a UHPC or VHPC type concrete (4) with a high steel fiber content, it means that the amount to have a transverse reinforcement (3) is not important, which facilitates the commissioning of the concrete .  This transverse reinforcement (3) will improve the concrete confinement effectwilling and consequently its resistance and ductility. Therefore, the earthquake protection connection element (1) according to a preferred embodiment of the invention comprises: longitudinal bars (2) of 5-shape memory alloy (SMA) and with room temperature superrelasticity, combined or not with reinforcing bars of polymers reformed with fibers (FRP) or passive or active bars of conventional steel; -transverse reinforcement (3) of conventional steel; 10-concrete of type VHPC or UHPC (4) in which the SMA bars are embedded; -connectors (5) between conventional steel bars of the structural elements and the SMA bars of the connecting element (1); and 15-joints (6) between the connection element (1) and the structural elements. As mentioned earlier, shape memory alloy bars have super-ambient temperature, which means they can recover near-zero deformations when the seismic action disappears.  The shape memory alloy of the bars can be selected, for example, from the group consisting of Ni-Ti, Ni-Ti-Nb, Ni-Ti-Cu, Ni-Ti-Fe, Cu-Al-Be, Cu-Al -Ni, Cu-25Al-Zn, alloys in base M and alloys in base Fe.  More preferably, the bar shape memory alloy is Ni-Ti, and even more preferably it is 50% Ni-50% Thiaproximately. The characteristics of the alloy with shape memory are that it presents superelasticity at room temperature, an end temperature of the austenitic transformation (Af) of approximatelybetween -100 ° C and 10 ° C, a Young's modulus of approximately 10000 -240000 MPa, a direct voltage f and of approximately 150-800MPa, and a H transformation deformation of approximately 2-6%. The connecting element (1) can include bars 5 made of other materials such as fiber-reformed polymer bars (FRP), for example of glass or carbon fiber, or passive or active reinforcement of conventional steel.  As the person skilled in the art will understand, the longitudinal reinforcements will connect the connection element (1) with the structural elements, will have continuity in the structural elements and in the connection element (1).  The person skilled in the art will select the most suitable combination according to the necessary performance.  More preferably, if the minimum damage is required, the maximum dissipation energy, the maximum recovery and the minimum repair cost, the expert will only have longitudinal bars (2) of SMA in the connecting element (1). In any case, as will be understood by the person skilled in the art, conventional steel transverse reinforcement (3) will be provided to resist the transverse solicitations (for example, with respect to shear stress) in the connection element (1) of protection against earthquakes Figure 2 shows the tension –25 strain strain ratio subjected to a cyclic load of an SMA type alloy bar according to the present invention (upper graph) and of a conventional reinforcing steel bar (lower graph).  As can be seen in Figure 2, the residual deformations of the 30SMA bar are lower with respect to the conventional steel bar.  Specifically, the SMA bars used in the testof tension - previous deformation are Ni-Ti rods that have a composition of approximately 50% Ni -50% Ti, superrelasticidated ambient temperature, an end temperature of the austenitic transformation (Af) of approximately -8 ° C, a module of 5Young of approximately 65000 MPa, a direct transformation voltage fyde approximately 450-500MPa and a transformation strain H of approximately 4%. The concrete used in the connecting element (1) according to the preferred embodiment of the present invention has a very high resistance (between about 100 and about 200 MPa, more preferably between about 110 MPa and about 140 MPa) and a high content of metal fibers (greater than 1%).  15Through this high strength, high adhesion with the metallic fibers is achieved.  To achieve these high resistance mentioned above, a high cement content is used and silica smoke is also used.  In addition, the resulting concrete is self-compacting20 because the particle size has a maximum low aggregate size.  With respect to the nomenclature used, it should be taken into account that in the existing bibliography it is not homogeneous.  Some authors classify this type of concrete as 25 "ultra high performance" (UHPC) from 100MPa, and other authors classify it as "very high performance" (VHPC) between 100 and 150 MPa, and "ultra high performance" from 150 MPa  Therefore, in the present invention the terms VHPC and UHPC are used interchangeably to refer to the concrete employed in the embodiments of the present invention, with a strength of between 100 MPa and 200 MPa, more preferablybetween 110 and 140MPa.  For the manufacture of the connecting element (1) according to the present invention it is necessary to manufacture a concrete with very high performances both in compression and in tension with a high content of steel fibers. 5The range of concretes that have these benefits would go from 110MPa onwards with a high content of steel fibers.  Tests have been carried out with lower quality concrete giving rise to unsatisfactory results: greater damage to the part, jump of the coating and buckling of the bars due to loss of the concrete coating. Figure 3 shows some graphs in which the compression (upper graphic) and tensile behavior (lower graphic) of a conventional concrete 15 (resistance below 50 MPa), a high-strength concrete (between 50 and 80) can be compared MPa) and a concrete according to a preferred embodiment of the present invention (strength between 110 MPa and 140 MPa).  A notable difference in performance (strength and ductility) can be seen between the concrete of the preferred embodiment of the invention and the concretes of the prior art.  Specifically, the concrete used in the previous compression and tensile tests has the composition presented in the following table: 25 CEM type cement 42. 5 SR1000 kg Water184 kg Densified silica consumption 150 kg Sand with a grain size of 0.4 mm 310 kg Sand with a grain size of 0.8 mm 575 kg Sika type additive 20HE 28.5 kg Fiber steel type Dramix 80/30 BP 60 kgFiber steel type Dramix OL 13/0. 5 90 kg For the manufacture of the concrete used in the preferred embodiment, the following concrete preparation procedure has been followed: - wetting a kneader; 5-pour aggregates of the thickest the finest; -pre-mix the previous components for one minute; -without stopping the mixer, add water; -When reaching 2 minutes after finishing the addition of water, start pouring additive at a constant rate; -in the 10th minute after finishing the addition of water, start adding fibers, first the short ones and then the long ones; -in the 23rd minute after finishing the water addition15 perform an Abrams cone test and verify that approximately 700mm of runoff is obtained as a result; -from the 25th minute after finishing the addition of water pour the concrete into the molds. According to a preferred embodiment, the step of pouring aggregates comprises pouring the following components in the following order: sand with a particle size of 0.8 mm, sand with a particle size of 0.4 mm, cement and densified silica fume. 25As the person skilled in the art will understand, the waiting and kneading times will vary depending on the type of kneader, the weather conditions and the volume of kneaded concrete. To transmit the efforts of the conventional 30-bar steel bars (7) of the structural elements that connect with the SMA bars (2) of the connecting element(1) connectors (5) must be used.  These must be able to transmit the efforts without the bar sliding inside, without breaking any of the bars that join and without breaking the connector itself (5). For example, mechanical connectors of commercial brands such as the HALFEN MBT model, the BPI screwlock type ZAP model SL and the like can be used; provided that the continuity of the bar is guaranteed both in tension and compression.  According to a preferred embodiment, the connector (5) used is a threaded connector 10 in which the thread of the bar will be made in the process of manufacturing it, in order not to modify the mechanical characteristics of the bar by overheating. The groups of structural elements that are connected by means of the connection element (1) according to the present invention can be selected from the group consisting of support-foundation, pile-foundation, beam-foundation, beam-support in the node, beam-beam in the knot, support-support in the knot, stack-stack in the knot, stack – board, 20 support-wall and beam – wall.  The structural elements that are connected by the connection element (1) according to the present invention are part of the selected groups in both civil works (eg, bridges) and building constructions.  In addition, they may be part of both prefabricated and executed elements.  The continuity between the connecting element (1) and the structural element (beam, support or stack) where the connecting element (1) is arranged is materialized with a joint (6) selected from the group consisting of a dry joint and a joint wet The dry joint consists of direct contact between concrete, while the wet joint consists of a chemical bonding bridge between concrete.  Such asThe person skilled in the art will understand, in this case there will always be longitudinal reinforcement to join the concrete of the connecting element (1) with the concrete of the structural element.  The chemical bonding bridge in the case of the wet joint 5 can be made by applying, for example, SiKaDur type resins or the like.  On the other hand, the continuity between the connecting element (1) and a node, foundation, wall or tablerose is executed by means of a joint (6) that is selected from the group 10 constituted by a joint with continuity and a joint without continuity. Both options have been tested and it has been found that the behavior is different.  If the seal (6) has no continuity, it opens in the area under tension without causing damage.  As for the compressed part, the quality of the concrete means that it can withstand enormous compressions, the result of the high position of the neutral fiber due to the large turn that is concentrated in that section.  The joint (6) is materialized by concreting in two phases, so that there is a dry joint 20 in a certain section.  In this, the tensile strength provided by the metallic fibers of the concrete is dispensed with.  This fact causes the maximum load reached to be less than in the case with continuous joint.  In the embodiments of joint without continuity there is no continuity in traction but in compression.  That is, the steel fibers do not join the joint (6) of the connection between elements. A specific embodiment of the connection element (1) according to the present invention without continuity in the joint 30 is a sheath type connection (8) between a fabricated support and a foundation executed in situ.  In this case, the longitudinal reinforcement is mounted first andtransversal both in the foundation and in the support.  In the foundation the sheaths (8) are arranged that will serve to connect the prefabricated support with the foundation.  SMA-free bars connected to conventional steel bars (7) are to be installed on the underside of the support, which must be inserted into the sheaths (8) of the foundation.  The continuity of the bars of type SMA (2) and conventional steel (7) is guaranteed by the arrangement of the connectors (5), both in connection with the foundation and in the prefabricated support.  The Ni-Ti bars cross the joint (6) between the prefabricated support and the upper face of the foundation.  Next, the foundation is manufactured on the one hand, and on the other hand the prefabricated support where the concrete is poured taking special care with the critical area of the support in which the Ni-Ti bar has been placed.  Finally, the connection between the prefabricated support and the foundation is made.  To fill the gap between the sheath (8) and the bar, an expansive mortar suitable for anchors, fillings and leveling is used, for example of the 20Sika brand, of the Sika Grout type or similar. On the other hand, a joint bridge of the type SiKaDur or similar can be placed on the joint (6).  Another example of connection without continuity in the joint (6) is a connection of a hybrid support with a beam in continuity without continuity.  In this case, the longitudinal and transverse reinforcement is mounted first.  The continuity of the SMA (2) and conventional steel bars (7) is guaranteed by the arrangement of connectors (5).  Then, the formwork of the support is carried out and then the construction of the connecting element (1) (concrete pouring of the UHPC type independently from the rest of the element in the lower support).  Then he poured into therest of the lower support a concrete with lower performance (for example with a resistance of 80 MPa).  A joint bridge of the SikaDur or similar type is arranged in the joint (6) between the concrete.  Finally, concrete is poured into the node of the lower support and 5-beam encounter, as well as in the rest of the upper support and the beam.  In this case, no joint bridge is available in the joint (6). On the other hand, in the connections with continuity in the joint (6), the area of damage is greater since a crack occurs at the cost of breaking the tensile concrete, so the damages are greater than in the case of without continuity of the joint (6), in which the cracking section had already been preformed in a controlled manner.  Compression damage is also slightly greater as it is an irregularly broken section caused by tensile damage. However, the maximum load supported in this case is greater.  This type of solution confers continuity in both tension and compression of the joint (6).  That is, the steel fibers join the joint (6) of the connection between structural elements. A specific embodiment of the connecting element (1) according to the present invention with continuity in the joint (6) is a chalice type connection (9) between a prefabricated support and an insitu executed foundation. In this case, the longitudinal and transverse reinforcement is mounted first, both on the prefabricated support and on the foundation.  The continuity of the SMA (2) and conventional steel bars (7) is guaranteed by the arrangement of connectors (5) arranged in the prefabricated support. On the one hand, the foundation is manufactured.  In the foundation a recess is arranged in the same way as the support and which will serve to insert the support into the foundation. On the other hand, concrete is poured into theprefabricated support, taking special care with the critical area of the support in which the Ni-Tique bars are placed, crossing the upper face of the foundation, once the support has been placed.  Finally, the connection between the support and the foundation is made (placement and filling of the hole by means of an expansive mortar of the Sika Grout type or similar).  Another example of connection with continuity in the joint (6) is a connection between a hybrid support and a beam in unnudo with continuity.  In this case, the longitudinal and transverse reinforcement is first mounted.  The continuity of the SMA (2) and conventional steel bars (7) is guaranteed by the arrangement of connectors (5). Next, the formwork of the support and the manufacture of the part of the lower support object of 15assay with a concrete with lower performances (for example, a resistance of 80 MPa) is carried out. Once the 80MPa concrete is set, the UHPC type concrete according to the present invention is poured into the connection zone.  Previously, in the joint (6) ajar concrete (H80-20UHPC) a bridge of SikaDur or similar type is arranged. Then, the concrete is poured into the rest of the structure (knot, beam and upper support).  In this case, this concrete is poured after pouring the concrete connection element (1) according to the present invention, giving place to the attraction continuity by means of steel fibers. The drifts produced by applying a cyclic lateral load on a connection element (1) according to the present invention have been experimentally obtained from a test according to the preferred embodiment, UHPC type concrete of 121 MPa of compressive strength and SMA bars with the preferred characteristics, as well as about aConventional structural element, of 34MPa conventional concrete with compressive strength and B500SD steel bars.  The results obtained in said tests are shown in Figure 4 (upper graph: connection element according to the invention, lower graph: conventional structural element 5).  It can be seen that the maximum drifts obtained with the connecting element (1) according to the present invention are twice that obtained with the conventional structural element.  It has also been found that the level of damage in the concrete of the connecting element (1) according to the present invention after a seismic event is very low, and that a simple repair makes it possible to recover the same resistance and ductility capacity.  Specifically, after repairing the connecting element (1) according to the present invention, a drift test against cyclic loads was again carried out, reaching 95% of the initial maximum drift and maintaining the same resistance capacity and residual drift.  The residual drift after a seismic event in the connection element (1) according to the present invention is approximately 15% of the maximum drift, while with conventional structural elements it is approximately 80% of the maximum drift.  An additional advantage of the invention is that the manufacturing processes are substantially similar to the usual ones, therefore it can be applied in any construction, prefabricated or insitu, in civil work or building, and with any workforce.  Some advantages provided by the present invention are summarized in the following table, which presents some characteristics of the connecting element (1) according to the present invention compared to some solutions.known for protection against earthquakes: ParameterInvention -Conventional solutionAisla-doresRight stiffening bracesExercisionCommon construction proceduresDoesYesNoYesSpecialized construction siteNoNoSoNoPossible execution of the solution in the same workYesYesNoNoEconomical Economic costYes No yesSy life Faced with the same earthquake Low High High High Residual Derivatives Capacity for self-re-centering of the structure after the earthquake Yes No No NoTurning capacity High ductility in the formed plastic kneecaps Yes No No No Application-bility On-site structures Yes Yes Yes Yes Prefabricated structures Yes No Yes Yes Yes Invability Reperceive in the design of facades No No No Yes Yes Propensity to eliminate useful space No No No Yes Yes -conventional solution by means of the longitudinal stiffness in the areas of longitudinal and cross-sectional requirements: the longitudinal and cross-sectional requirements are achieved in the longitudinal areas Encounter, which hinders the commissioning and increases costs.  The dissipation of energy is largely generated at the cost of plasticizing steel armor and concrete breakage, which in the future forces costly repairs or directly leads to demolition and new construction, and possible operating interruptions.  Gantry or dual systems equivalent to porches are applied. - Foundation insulators: a solution similar to the one proposed by the present invention, but which contributes less rigidity to the structure, generates more violent movements for the user and obliges better maintenance and cleaning and periodic inspections. -Straightening stiffeners (crosses of San Andrés): forces the construction of new elements, whose positionOptimum occurs in the outer area of the building.  This limits the vision towards the exterior as well as the aesthetics of the building. If they are positioned inside, also cover the interior spaces. Although the present invention has been described with reference to preferred embodiments thereof, the person skilled in the art may devise changes and modifications without thereby departing from the scope of the appended claims. 10 
    权利要求:
    Claims (1)
    [1]
    CLAIMS 1. Connection element (1) of protection against earthquakes for the connection between structural elements, the connection element (1) comprising: - longitudinal bars (2) of shape memory alloy (SMA) and with superelasticity at room temperature; -armor cross-sectional (3); - concrete of the VHPC or UHPC type (4) in which the SMA bars are embedded; 10-connectors (5) between conventional steel bars (7) of the structural elements and the SMA bars (2 ) of the connecting element (1); y-joints (6) between the connection element (1) and the structural elements. 152. Connection element (1) according to claim 1, characterized in that the shape memory alloy of the bars is selected from the group consisting of Ni -Ti, Ni-Ti-Nb, Ni-Ti-Cu, Ni-Ti-Fe, Cu-Al-Be, Cu-Al-Ni, Cu-Al-Zn, M-based alloys and 20-base Fe alloys. 3. Connection element (1) according to claim 2, characterized in that the shape memory alloy of the bars is Ni-Ti. 4. Connection element (1) according to claim 3, 25 characterized in that the shape memory alloy of the bars is 50% Ni –50% Ti. 5. Connection element (1) according to any of the preceding claims, characterized in that the longitudinal bars (2) of shape memory alloy (SMA) and with superelasticity at room temperature are combined with a reinforcing reinforcement selected from the group consisting offiber-reformed polymers (FRP), passive or active bars of conventional steel. 6.Connection element (1) according to any of the preceding claims, characterized in that the transverse reinforcement (3) is made of conventional steel. 57.Connection element ( 1) according to any of the preceding claims, characterized in that the concrete has a resistance of 100-200 MPa. 8 Connection element (1) according to claim 7, characterized in that the concrete (4) has a resistance of 110– 140 MPa. 9. Connecting element (1) according to any of the preceding claims, characterized in that the concrete (4) has a metal fiber content greater than 1%. 1510 Connecting element (1) according to any of the claims previous claims, characterized in that the concrete (4) is self-compacting. 11. Connecting element (1) according to any of the preceding claims, characterized in that the concrete (4) has the following composition: 1000 kg of CEM 42.5 SR type cement, 184 kg of Water, 150 kg of densified silica fume, 310 kg of Sand with a grain size of 0.4 mm, 575 kg of Sand with a grain size of 0.8 mm, 28.5 kg of Additive type Sika 2520HE, 60 kg of Steel fiber type Dramix 80/30 BP and 90 kg of steel fiber type Dramix OL 13 / 0.5.12 Connection element (1) according to any of the preceding claims, characterized in that the connectors (5) between conventional steel bars30 (7) of the structural elements and the SMA bars (2) of the connecting element (1) are mechanical connectors.Connection element (1) according to claim 12, characterized in that the mechanical connector between the conventional steel and the SMA bar (2) is of the threaded type. 14. Connection element (1) according to any of the 5 previous claims , characterized in that the structural elements that are connected are selected from the group consisting of civil works (bridges) and buildings. 15 Connection element (1) according to any one of claims 1 to 13, characterized in that the structural elements that are connected are selected from the group consisting of prefabricated elements and elements executed in situ. 16 Connection element (1) according to any of claims 1 to 13, characterized in that the structural elements that are connected are selected from the group consisting of support-foundation, pile-foundation, beam-foundation, beam-support at the node, beam-beam at the node, support-support at the node, pile-20pile at the node, pile-deck, support-wall and beam-wall. 17. Connecting element (1) according to any of the preceding claims, characterized in that the structural element is a support and the joint (6) between the connection element (1) and the support is selected from the group consisting of a dry joint and a wet joint. 18. Connecting element (1) according to any of the preceding claims, characterized in that the structural element is a beam and the joint (6) between the connecting element (1) and wash is selected from the group consisting of a dry joint and a joint19 Connection element (1) according to any of claims 1-17, characterized in that the structural element is a pile and the joint (6) between the connection element (1) and the pile is selected from the group consisting of a joint dry and a wet joint. 20. Connection element (1) according to any of claims 1-17, characterized in that the structural element is a node and the joint (6) is selected from the group consisting of a joint with continuity and a joint without continuity. 21. Connecting element (1) according to any of claims 1-17, characterized in that the structural element is a foundation and the joint (6) is selected from the group consisting of a joint with continuity and a joint without continuity .22. Connecting element (1) according to any of claims 1-17, characterized in that the structural element is a board and the joint (6) is selected from the group consisting of a joint with continuity and a joint without continuity. 23. Elemen connection point (1) according to any of claims 1-17, characterized in that the structural element is a wall and the joint (6) is selected from the group consisting of a joint with continuity and a joint without continuity.
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    同族专利:
    公开号 | 公开日
    WO2018020075A1|2018-02-01|
    ES2611580B2|2017-11-29|
    CO2019001508A2|2019-04-30|
    MX2019001174A|2019-07-10|
    引用文献:
    公开号 | 申请日 | 公开日 | 申请人 | 专利标题
    CN109296104B|2018-11-21|2021-03-26|大连大学|Shape memory alloy stranded wire supporting and damping method|
    CN110924556B|2019-12-18|2021-03-30|哈尔滨工业大学|Self-resetting shock-absorbing anti-collapse structure for frame structure|
    CN112459586A|2020-11-26|2021-03-09|北京工业大学|Displacement amplification type damper|
    法律状态:
    2021-08-11| GD2A| Contractual licences|Effective date: 20210811 |
    优先权:
    申请号 | 申请日 | 专利标题
    ES201631022A|ES2611580B2|2016-07-27|2016-07-27|PROTECTION CONNECTION ELEMENT AGAINST SISMS|ES201631022A| ES2611580B2|2016-07-27|2016-07-27|PROTECTION CONNECTION ELEMENT AGAINST SISMS|
    MX2019001174A| MX2019001174A|2016-07-27|2017-07-27|Connection element for protecting against earthquakes.|
    PCT/ES2017/070546| WO2018020075A1|2016-07-27|2017-07-27|Connection element for protecting against earthquakes|
    CONC2019/0001508A| CO2019001508A2|2016-07-27|2019-02-20|Earthquake protection connection element|
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