127 results about "Plastic hinge" patented technology

The invention discloses a novel assembly type pier anti-seismic system based on function separation and an assembly method.The novel assembly type pier anti-seismic system comprises a pier top section, a pier bottom section, a protection barrel, a bearing platform, prestressed steel bars and a triple friction energy dissipation device, the bearing platform is arranged at the top of a pile foundation, the pier bottom section is arranged at the top of the bearing platform, the pier bottom section is a square column, and the protection barrel is connected with the protection barrel; a plastic hinge area is arranged on the periphery of the lower middle area, a protective barrel is arranged on the outer side of the plastic hinge area, and a pier top section is arranged on the top of the pier bottom section. The bearing platform, the pier bottom section and the pier top section are connected through the prestressed steel bars. And a plurality of triple friction energy dissipation devices are arranged between the bearing platform and the steel casing. The self-resetting function is provided for the pier system through the prestressed steel bars, the post-earthquake residual displacement of the pier system is controlled, the post-earthquake repairing difficulty of the pier is reduced, the repairing speed is increased, earthquake energy is absorbed and dissipated through a friction energy dissipation mechanism of the externally-arranged triple friction energy dissipation device, and damage of the earthquake to the pier is reduced.

The invention discloses a double-beam and shear wall connecting structure in a modular building and a construction technology, the double-beam and shear wall connecting structure is provided with two shear walls and two superposed beams which are arranged in parallel, each superposed beam comprises a precast beam and a beam cast-in-place concrete layer, edge members are arranged at the two ends of each shear wall, and part of reinforcing steel bars of the superposed beams are anchored into the shear walls; connecting gaps are formed between the two shear walls and between the two prefabricated beams respectively, beam end cast-in-place areas are arranged at the ends, close to the shear walls, of the prefabricated beams, the beam end cast-in-place areas are the positions where plastic hinges are located, and the beam end cast-in-place areas of the two prefabricated beams communicate with each other. The concrete of the beam end cast-in-place area, the beam cast-in-place concrete layer and the connecting gap is poured together on site. According to the structure, the overall continuity can be better guaranteed, stronger overall connection is formed between the beam and the shear wall, and better toughness and ductility can be provided.

The utility model discloses a post-cast mixed frame steel connecting beam column joint in the middle of a column, which comprises a precast concrete column with a column top end steel connecting piece and a first connecting end plate at the bottom of the column, and a precast concrete beam with a beam end steel connecting piece, and a post-cast hole is formed in the center of the precast concrete column; during installation, a reinforcement cage is inserted into the post-pouring hole according to the stress condition, then the column top end steel connecting piece located on the lower portion is connected with the first connecting end plate located on the upper portion through bolts, then post-pouring concrete is poured into the hole and the interior of the column top end steel connecting piece, and the column top end steel connecting piece is connected with the beam end steel connecting piece through bolts or bolt welding. According to the utility model, high-efficiency support-free splicing of precast concrete beams and columns is realized, the construction efficiency is improved, the joint adopts a concrete filled steel tube form to realize the enhancement of a core area, a plastic hinge is generated on a beam end steel connecting piece through reasonable design, and the advantages of energy consumption and deformation of a steel structure can be fully exerted.

The invention discloses a novel bionic arc-shaped reinforced re-entry honeycomb structure and a platform stress theoretical model, and arc-shaped supports are embedded into traditional re-entry unit cells by utilizing a bionic principle to trigger coupling deformation of multiple plastic hinges, so that the strength, rigidity, stability and energy absorption of the structure are remarkably improved. A platform stress theoretical model of the novel structure is provided based on an energy conservation principle, so that the cost of time, workload and the like of numerical simulation and experiments in a preliminary optimization design stage of the structure is remarkably reduced. Under the parameters of the invention, the platform stress and the specific energy absorption of the reentrant honeycomb structure are up to 10.4 times that of the traditional reentrant honeycomb structure, the rigidity and the stability of the reentrant honeycomb structure are improved to 11.7 times and 1.7 times, and the stable deformation mode and the crushing force efficiency of the reentrant honeycomb structure are superior to those of the traditional reentrant honeycomb structure. The composite material is suitable for scenes requiring high energy absorption and stable impact resistance, such as the protection fields of equipment such as pier collision resistance, canal collision resistance gates, automobile collision resistance, aircraft wing buffer layers and run-flat tires in civil engineering.

The invention provides a high-definition image rapid reconstruction method for concrete plastic hinge area identification, and the method is especially used for carrying out damage evaluation on a key part, namely a plastic hinge area, of a beam-column joint in a reinforced concrete frame structure after an earthquake. Fusing the texture features of the dust deposition covering area, and recovering covered cross oblique crack details to obtain a complete crack form image set; and optimizing reconstruction of a three-dimensional space and generating a final damage model through point cloud data obtained through oblique photography of the unmanned aerial vehicle in combination with the updated stripping depth damage model, outputting visual three-dimensional reconstruction results of spatial distribution of cross oblique cracks, concrete stripping depth and a steel bar buckling form, and generating a plastic hinge region damage state image. The method provides powerful technical support for accurately evaluating the safety of the post-earthquake structure.

The invention relates to the technical field of vehicle energy absorption structures, in particular to a concave unit cell energy absorption structure, a honeycomb multi-cell structure and a vehicle. The inwards-concave unit cell energy absorption structure comprises an inwards-concave hexagonal structure, a first straight connecting rod, a second straight connecting rod, a first reinforcing rib and a second reinforcing rib, and the first reinforcing rib and the second reinforcing rib intersect in the inwards-concave hexagonal structure to form a third inwards-folding point. The cell walls of the inward-concave hexagonal structure can rotate around the end points to form plastic hinges, the negative Poisson's ratio effect is achieved, deformation coordination is enhanced, the cell walls in the structure continuously absorb external mechanical energy in the rotating and buckling process, transmission of impact force to other structures of the whole vehicle is relieved, and the energy absorption effect of impact load resistance is achieved. Due to the fact that the first reinforcing ribs and the second reinforcing ribs are added, a plurality of new nodes and rotating units are formed, the number of plastic hinges is remarkably increased, and the energy dissipation capacity of the structure in the impact process is remarkably improved.

The invention relates to the technical field of building structure reinforcement, and discloses a prefabricated assembly type beam-column joint rapid reinforcement structure and a construction method, the prefabricated assembly type beam-column joint rapid reinforcement structure comprises a superposed prefabricated part, a beam end connecting part, a column boundary reinforcing part and a beam boundary adjusting part; the column boundary reinforcing piece is arranged on the column outer wall of the building beam-column joint in a surrounding mode. The superposed prefabricated parts are at least arranged in the geometric height range of the beams, surround the outer wall of the column and are staggered from the beams in a multi-layer stacking manner in the vertical direction; the laminated prefabricated part on the lowermost layer is fixed with the upper part of the column boundary reinforcing part; the beam end connecting pieces are arranged on the two sides of a beam of the building beam-column joint, and the beam end connecting pieces are fixedly connected with the two sides of the multi-layer laminated prefabricated piece and the two sides of the beam correspondingly. Prefabricated reinforcing pieces are stacked on the column of the beam-column joint in a surrounding mode, and the beam-column joint is wrapped so that the rigid domain range of the beam-column joint can be expanded; in addition, through the beam boundary adjusting piece, when a rare earthquake occurs, a beam concrete protection layer is damaged, the plastic hinge is made to be away from the beam column interface, and the integrity of the beam column joint is further guaranteed.

The invention provides a fabricated profile steel reinforced ECC-inorganic glue composite bamboo joint and a construction method, relates to the field of composite joints, and aims to solve the problem that a joint structure formed by combining ECC and profile steel is difficult to adapt to bio-based materials such as bamboos and the like. Cross-shaped inserting plates extend out of the two ends of a section steel column in a prefabricated section steel reinforced ECC joint core area and are matched with cross-shaped inserting grooves formed in the ends of inorganic glue composite bamboo columns in an inserted mode, and webs of connecting pieces fixed to section steel ECC beams in the prefabricated joint core area are used for being connected with linear butt joint grooves in the ends of the inorganic glue composite bamboo beams in an inserted mode. The lower flange plate supports the inorganic glue composite bamboo beam, the splicing position is filled with the adhesive, and the fastener is installed, so that the problem of low connection rigidity is effectively solved, and compared with traditional bamboo-wood structure beam column joint connection, when the joint is damaged, a beam end plastic hinge moves outwards, and the overall rigidity of the joint is improved; cross grain splitting damage caused by beam end local stress concentration is avoided, and the problem that an existing ECC type steel joint technology cannot be effectively combined with inorganic glue composite bamboo is solved.

The invention discloses a composite beam plastic flexural capacity correction calculation method considering interface slippage. The method is suitable for a hogging moment area of a steel-concrete composite beam reinforced by an external prestress carbon fiber reinforced composite material rib. The method comprises the following steps: firstly, determining basic static boundary parameters and a shear connector constitutive model; in the iterative calculation, solving a temporary bearing capacity by utilizing an axial force and moment balance equation, and calculating interface slippage along the beam length and a deformation loss item at the support based on internal force distribution; then determining a rigidity degradation coefficient according to the average slip amount, and dynamically reducing the static yield bending moment to reconstruct the plastic hinge length; and finally, constructing a corrected deformation coordination equation, deducting a deformation loss item in geometric deformation calculation to obtain the real elongation of the in-vitro CFRP rib, and updating a stress parameter until a result is converged. According to the method, by introducing a deformation loss item and a rigidity degradation mechanism, deviation caused by traditional rigid connection assumption is corrected, and accurate prediction of the ultimate bearing capacity is achieved.

The invention discloses a beam-column joint with a replaceable self-resetting bionic plastic hinge and application, the beam-column joint comprises a steel beam, an upper prefabricated column, a lower prefabricated column and a connecting joint for connecting the upper prefabricated column, the lower prefabricated column and the steel beam, and the replaceable self-resetting bionic plastic hinge is connected between an overhanging beam on one side of the connecting joint and the steel beam; the replaceable self-resetting bionic plastic hinge comprises a torsion amplification damper which is connected to the end faces of the upper and lower flanges of the pair of connecting beam sections and is connected by a rotating arm, a self-resetting device which is arranged on the butt-joint end faces of the upper and lower flanges of the pair of connecting beam sections, and a pair of friction hinges which are arranged at the butt-joint ends of the pair of connecting beam sections and are mutually nested and wrapped to form rotation. The beam-column joint not only has excellent energy dissipation performance, but also can concentrate post-earthquake damage, protect a main body structural member from being damaged, and improve the anti-seismic performance of the beam-column joint; meanwhile, the replaceable self-resetting bionic plastic hinge is connected with the steel beam and the joint core area through high-strength bolts and lug plates, mounting and dismounting are easy, and the replaceable function after an earthquake can be achieved.

The invention relates to a damping support which comprises a first supporting beam, a second supporting beam and supporting legs. The number of the first supporting beams is two, the two first supporting beams extend in the first direction and are arranged in a spaced mode in the second direction, and the first supporting beams are provided with supporting legs. The second supporting beam is arranged between the two first supporting beams and extends in the second direction. At least one of the first support beam and the second support beam is provided with a hinge section configured to yield when an earthquake acts such that at least one of the first support beam and the second support beam forms a plastic hinge. Shaping energy consumption is carried out through the plastic hinge, input earthquake energy is consumed, meanwhile, the rigidity of the shock absorption support can be reduced through forming of the plastic hinge, the fundamental frequency of the whole structure is reduced, the shock absorption support deviates from the characteristic frequency of a building, frequency decoupling is achieved, the resonance amplification effect is avoided, and earthquake response is reduced. In addition, the overall structure height of the damping support is low, and the damping support can adapt to the indoor environment with strict limitation on the total installation height of equipment.

This invention discloses a low-damage steel frame structure and a prefabrication and assembly method. The structure includes: a foundation, a first frame column, a second frame column, frame beams, floor slabs, beam end connectors, and column bottom connectors. The first frame column is installed on the foundation via column bottom connectors. The second frame column is positioned above the first frame column, with the number of second frame columns determined according to the number of structural floors. The connection points between the first and second frame columns, as well as the connection points between two adjacent second frame columns, are located at the inflection points of each floor. The frame beams are fixedly connected to the second frame columns on both sides via beam end connectors. The floor slab is positioned on the upper surface of the frame beams. This invention enables the beam-column joints and column bottom joints to achieve a bending-shear separation stress mechanism, extending the plastic hinge areas at the beam ends and column bottoms, thereby reducing damage to the beam-column joints and column bottom joints, minimizing residual deformation of the steel frame structure, and improving the seismic toughness of the structure. All structural components can be prefabricated in a factory and assembled on-site, facilitating construction.

The application relates to the technical field of building engineering, in particular to a prefabricated external ECC jacket combined column, which comprises a column body and a prefabricated ECC jacket mechanism, and the prefabricated ECC jacket mechanism is located in the plastic hinge area of the column body; the prefabricated ECC jacket mechanism comprises multiple jacket single pieces and multiple connecting assemblies, the multiple jacket single pieces are fixed to the outer periphery of the column body in a spaced jacket mode, and the connecting assembly is connected between two adjacent jacket single pieces; the connecting assembly comprises a connecting frame body, a damping piece and a detection piece, the damping piece and the detection piece are installed in the connecting frame body, and the jacket single piece is inserted into the connecting frame body from both ends and fixed therein. The prefabricated ECC jacket and the connecting assembly are cooperated to significantly improve the stress and strain level of the concrete in the column body, and the anti-seismic performance is greatly enhanced, the problem that the traditional reinforcing mode is prone to through cracks is fundamentally solved, and the constraint effect of the jacket structure is ensured to be continuously exerted.

The utility model relates to the technical field of constructional engineering, and discloses a prestress connection integrated double-column pier plastic hinge structure which comprises a cover beam, double-column piers and a bearing platform, the cover beam and the bearing platform are arranged up and down, and the double-column piers are arranged on the two sides of the cover beam and the two sides of the bearing platform; the bent cap, the double-column pier and the bearing platform are connected in series through steel strands, a plastic hinge area is arranged at the position of the double-column pier, and dense stirrups are installed in the plastic hinge area. According to the prestress connection integrated double-column pier plastic hinge structure, the cover beam, the double-column pier and the bearing platform are connected through various measures, the shock resistance among the cover beam, the double-column pier and the bearing platform after assembly is enhanced, and therefore the stability of a follow-up bridge during use is guaranteed, the overall construction speed is increased through the mode, and the construction period is shortened. And the pollution to the surrounding environment is further reduced.

The RC column concentrated plastic hinge model research method based on lateral stiffness relates to the structural seismic technology field; the method aims to solve the problem that the simulation precision of the existing concentrated plastic hinge model is influenced by the value of the multiplier n, and the function relationship between the spring rotation stiffness and the component lateral stiffness is established, without defining the multiplier n; the specific steps include deducing the concentrated plastic hinge series model unit stiffness matrix of the cantilever column, establishing the function relationship between the rotation stiffness and the lateral stiffness, designing the state updating algorithm based on the displacement loading control, verifying the accuracy of the new model, and comparing the precision of the existing model; the experimental results show that the simulation precision of the model is improved significantly, the nonlinear behavior of the RC column can be accurately simulated without the multiplier n, and the method has important practical significance; the method has been successfully applied to the seismic analysis of a plurality of typical RC frame structures, not only simplifies the calculation process, but also improves the calculation efficiency, provides a more reliable and convenient tool for the structural seismic design, and has high popularization value.

The present application relates to the technical field of bridge, in particular to a bridge anti-seismic method and structure with multi-stage ordered reset energy dissipation, which can activate each stage of anti-seismic mechanism according to the expected design order under a once-in-a-lifetime earthquake, and can ensure that the bridge adapts to different earthquakes with different performance states, has flexible isolation and self-resetting function under small earthquakes, can pass through directly without repair after the earthquake; has the function of sliding isolation and energy dissipation under medium earthquakes, the main components are not damaged after the earthquake, and only the T-beam reset and the quick replacement of the mild steel energy dissipation element are needed to restore the traffic; has the function of automatic anti-falling beam under a large earthquake, and changes the force transmission path of the bridge structure; under a once-in-a-lifetime earthquake, the bridge is converted from the isolation mode to the ductility mode, the plastic hinge of the pier column is used for hysteresis energy dissipation to resist the earthquake, the seismic potential of the bridge structure is excavated to the greatest extent, and the life safety is ensured.

This invention discloses a double-layer steel-tube concrete column and its construction method in the field of concrete-steel tube column technology, which can guide the force. It includes an outer protective tube, a ribbed inner tube, a reset tie rod, and a concrete column. The outer protective tube and the ribbed inner tube form a double tube, and the bearing capacity and stiffness of the concrete-steel tube column are actively controlled by the thickness difference between the connecting tube and the outer protective tube. The double tube achieves a double-gradient constraint effect, achieving the purpose of controllable damage and controllable plasticity. This makes the order of the column's plastic hinge reasonable. At the same time, a longer reset tie rod is set locally, and the reset rib is formed by the superelasticity of the material. This enables the column structure to self-reset after being shaken. Moreover, the construction method is simple, and the repair is simpler when the column is slightly damaged.

The invention relates to the technical field of constructional engineering, in particular to a prefabricated external ECC jacket combination column which comprises a column body and a prefabricated ECC jacket mechanism, and the prefabricated ECC jacket mechanism is located in a plastic hinge area of the column body; the prefabricated ECC clamping sleeve mechanism comprises a plurality of clamping sleeve single pieces and a plurality of connecting assemblies, the multiple clamping sleeve single pieces are fixedly arranged on the periphery of the column body in a sleeving mode at intervals, and the connecting assemblies are connected between every two adjacent clamping sleeve single pieces; the connecting assembly comprises a connecting frame body, a damping piece and a detecting piece, the damping piece and the detecting piece are installed in the connecting frame body, and the clamping sleeve single piece is inserted and fixed into the connecting frame body from the two ends. Through the synergistic effect of the prefabricated ECC jackets and the connecting assemblies, the stress-strain level of concrete in the column body is remarkably improved, then the anti-seismic property is greatly enhanced, the problem that through cracks are likely to occur in a traditional reinforcing mode is fundamentally solved, and it is ensured that the jacket structure continuously plays a constraint effect.

The invention discloses a fiber concrete column equivalent plastic hinge length calculation method, and relates to the field of civil engineering structure aseismic design. The method comprises the following steps: determining horizontal displacement and horizontal force of the top end of the fiber concrete column through stress analysis; secondly, calculating yield bending moment and ultimate bending moment based on bending failure assumption; then the actual plastic hinge length is determined according to the bending moment ratio; and finally, establishing an equivalent plastic hinge calculation model, and taking half of the actual length as an equivalent value. According to the method, the concrete structural form of the fiber concrete column is combined, the influence of the fiber mixing amount is considered in a concrete column equivalent plastic hinge length formula, and the method is used for calculating the fiber concrete column equivalent plastic hinge length. According to the method, the calculation precision is improved, the structural ductility is enhanced, the problems of modeling deficiency and low efficiency in a traditional method are solved, and the blank in the prior art is filled.

The application discloses a corner energy dissipation prefabricated assembling joint, which comprises a concrete prefabricated beam, a concrete prefabricated column, a concrete steel plate embedded part, a rotating shear steel rod and high-strength ductile material; one concrete steel plate embedded part is embedded on one end surface of the concrete prefabricated beam, and the other concrete steel plate embedded part is embedded on the side wall of the concrete prefabricated column; the rotating shear steel rod is clamped between the two concrete steel plate embedded parts; the high-strength ductile material is poured in the space surrounded by the rotating shear steel rod and the two concrete steel plate embedded parts, and is used for connecting and fixing the rotating shear steel rod and the two concrete steel plate embedded parts; the built-in prestress reserved holes for supplying force steel strands are arranged in the concrete prefabricated beam, the concrete prefabricated column, the width direction of the concrete steel plate embedded part and the radial direction of the rotating shear steel rod. The application delays the damage caused by the delayed plastic hinge cracking of the rotating shear steel rod, improves the flexibility of the joint and reduces the damage degree of the joint area.

The application belongs to the technical field of bridge engineering, and provides a post-earthquake replaceable transfer plastic hinge bridge pier and a mounting method. A first connecting piece of a first pier body prefabricated section and a second connecting piece of a second pier body prefabricated section are fixedly connected through a plastic hinge zone device, a shear resistance device is used in cooperation with connecting glue to improve the shear resistance of a spliced joint, the shear resistance device replaces artificial chiseling, saves manpower, does not damage the bridge pier, has omnidirectional dead angle-free shear resistance, improves the installation efficiency, and improves the safety and service life of the prefabricated bridge pier due to the fact that no chiseling treatment is performed and the bridge pier is not damaged.

The invention discloses a permafrost region high bearing platform pile foundation pier bearing performance improving device based on a non-structure replaceable concept. The permafrost region high bearing platform pile foundation pier bearing performance improving device specifically comprises a vertical supporting device, a horizontal supporting device and a connecting device. By arranging the semicircular steel sleeve, the overall rigidity of the plastic hinge area of the high bearing platform pile foundation in the permafrost region is enhanced, the connection between the pile foundation and the bearing platform is enhanced, and the overall stress principle is adopted; and the capability of resisting horizontal and bending moment of the pile foundation pier is greatly enhanced, so that the damage degree of the high bearing platform pile foundation pier under the action of static and dynamic loads is reduced, and the safety of a main body structure is ensured. All components of the device are replaceable components, when the components are damaged under the action, rapid replacement of the components can be achieved, the repairability of the pile foundation pier is improved, and the toughness of the high bearing platform pile foundation pier in the permafrost region is enhanced.

The utility model discloses a kind of honeycomb beam-column interseismic structure, including vertical column, horizontal crossbeam is connected on the vertical column, anti-seismic mechanism is arranged between the vertical column and horizontal crossbeam, the anti-seismic mechanism includes triangular support frame, slot and fixed slot, the triangular support frame is connected with plug-in block, the plug-in block is inserted in the inside of fixed slot, plug-in block is connected with locating block, internal thread hole is opened on the locating block.The utility model fills in the frame of triangular support frame by honeycomb array module formed by the interlaced stacking of multilayer regular hexagon honeycomb unit, shear thickening fluid is injected in its honeycomb unit, the structure is deformed by the three-stage energy dissipation mechanism of elastic deformation, plastic buckling and fluid viscosity of honeycomb unit, cooperate plastic hinge deformation of triangular support frame, realize efficient anti-seismic, honeycomb hollow design makes component weight reduction more than 45%, and only damaged honeycomb module needs to be replaced after earthquake, and it can be quickly repaired.

The plastic decorative chain toy assembly comprises a decorative modeling main body and a plastic base body, the plastic base body comprises an upper clamping plate and a lower clamping plate, a plastic hinge part is arranged between the edge of the upper clamping plate and the edge of the lower clamping plate, and the lower clamping plate, the upper clamping plate and the plastic hinge part are integrally formed through injection molding; the decoration modeling body is connected with the upper clamping plate, and a movable buckling structure is further arranged between the edge of the lower clamping plate and the edge of the upper clamping plate. After the movable buckling structures between the lower clamping plate and the upper clamping plate are buckled, a through hole is formed between the lower clamping plate and the upper clamping plate. According to the utility model, the local tandem connection scheme can be temporarily modified, and the operation is easy.

The utility model discloses a connecting component suitable for a bridge stirrup. The connecting component is a curve-shaped variable-thickness sleeve, the thickness of the two ends of the sleeve is small, the thickness of the middle is large, and a linear section is designed in the middle. Threads are machined at the tail ends of the bridge stirrups, and corresponding connecting threads are arranged in the corresponding connecting components. The distance between the end of the bridge steel bar and the middle point of the sleeve does not exceed 10 mm. Bridge stirrups which are not suitable for construction are connected through the curve type variable-thickness sleeve to form a ring in a closed mode, the space needed by construction is small, operation is convenient, the complexity of construction of the rectangular stirrups of the thin-wall hollow pier of the bridge is greatly reduced, and construction efficiency is improved; and the size of the thick sleeve at the joint of the stirrups ensures the anti-shearing and anti-seismic requirements of the stirrups in the plastic hinge section of the bridge pier column, and the connection quality of the stirrups is ensured.

The utility model relates to the technical field of beam column joints, in particular to a rotating friction energy dissipation self-resetting assembly type beam column joint which comprises an assembly type steel column, an assembly type steel beam, a self-resetting structure and a connecting structure, and the self-resetting structure is arranged between the assembly type steel column and the assembly type steel beam and fixedly connected with the assembly type steel column and the assembly type steel beam through the connecting mechanism. The self-resetting structure comprises rotating T-shaped steel, rotating angle steel, a belleville spring group and a friction plate; the rotating T-shaped steel, the rotating angle steel and the belleville spring set are fixed together through bolts. According to the utility model, the field assembly is dry construction, the process is simple, and the construction speed is high; the force transmission path at the joint is clear, the beam-end shearing force is borne by the beam, the rotating T-shaped steel and the rotating angle steel, the beam-end bending moment is transmitted by the cover plate, and the node stress is reliable; when an earthquake occurs, deformation and energy consumption of the structure can be concentrated at the connecting position, outward movement of the plastic hinge is achieved, after the earthquake, the structure is free of residual deformation, self-resetting can be achieved, and the structure function can be rapidly recovered by replacing damaged parts at the connecting position.

The application belongs to the technical field of bridge engineering, and particularly relates to a deep water superimposed pile cap construction method. The method comprises the following steps: S1, installing a pile top pre-buried support, and then pouring pile foundation concrete; installing a prefabricated pile cap, wall pile cap steel bars and pre-buried vertical rods in a prefabrication yard, and then installing a steel bottom plate; pouring prefabricated pile cap concrete and curing, so that the prefabricated pile cap is fixedly connected with lower ends of the two pre-buried vertical rods; S2, assembling a base plate and a cross beam at upper ends of the two pre-buried vertical rods to form a suspension assembly; the application does not need to set cofferdams, bottom seals, auxiliary piles and other components, simplifies site formwork erection and formwork removal processes, and saves engineering materials; compared with full prefabricated components, the pile cap plastic hinge area is a cast-in-place structure, which not only has higher overall stability and safety, but also has lower hoisting weight, further reducing construction risks and construction difficulties; the application not only avoids the problem of insufficient space for processes such as steel bar binding and pile head breaking, but also has higher stability and safety.

The utility model discloses a plastic hinge with a limiting structure, which belongs to the technical field of plastic hinges and comprises a hinge shaft, a lower hinge fixedly mounted on the outer side of the hinge shaft, an upper hinge rotatably mounted on the outer side of the hinge shaft, a mounting box fixedly mounted at the top end of the hinge shaft, and two rectangular blocks fixedly mounted on the inner side of the bottom of the mounting box. And inclined grooves are formed in the two rectangular blocks correspondingly, limiting blocks are slidably connected in the two inclined grooves correspondingly, inclined blocks movably abut against the bottoms of the two limiting blocks correspondingly, circular insertion rods are fixedly installed on the inner sides of the two inclined blocks correspondingly, and a plurality of insertion holes are formed in the surfaces of the connecting cylinder and the hinge shaft correspondingly. Through mutual cooperation of the pull ring, the T-shaped plate, the guide column, the connecting block, the limiting block, the inclined block, the first reset spring, the circular insertion rod and the insertion hole, accidental rotation cannot occur after the angle of the upper hinge is adjusted, so that the stability and the safety of the whole structure are greatly improved, and the practicability is wider.

A plastic hinge having elastic deformation is provided. The plastic hinge includes a body formed of plastic and shaped as a solid cylinder, the body including a groove having a depth extending from an outer surface of the body to an axial center of the body, the groove including a bottom and an opening, a width of the groove being gradually increased from the bottom to the opening, and the bottom being shaped as an U.