63 results about "Plastic hinge" patented technology

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 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 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 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 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 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.

The application discloses a novel modular steel-concrete composite joint, comprising a corner column and a sleeve module, the corner column is a right-angle three-axis frame structure, a plurality of corner columns are spliced to form a corner column unit according to needs, the corner column units are connected through the sleeve modules, the sleeve module and the corner column unit are hollow structures, and the hollow structures are filled with concrete. The novel modular steel-concrete composite joint has the characteristics of high connection integrity, safety and reliability, clear force transmission path, replaceable damaged components and the like, and simultaneously has superior anti-seismic performance and detachable and reusable characteristics. The novel modular composite joint adopts a self-recovery device, which not only guarantees the reusability and rapid post-earthquake repairing capacity of the module unit, but also realizes reasonable outward movement of a plastic hinge, and significantly improves the energy consumption and deformation capacity of the structure.

The application belongs to the technical field of aviation structure impact dynamics, and is a kind of crash dynamics modeling method for simplifying fuselage frame section structure of an airplane. A fuselage frame section model is established by corresponding structural characteristics of the fuselage frame section, the position and deformation mode of a large deformation region in the fuselage frame section model are determined, the large deformation region is simulated into a plastic hinge, and torque and axial force performance parameters corresponding to the plastic hinge are determined. Different gravity fields and initial velocities are given to the fuselage frame section, and the response of the plastic hinge of the fuselage frame section structure at different deformation degrees is calculated. Based on the plastic large deformation principle, the advantages of simple connection relationship model, fast calculation efficiency and high calculation accuracy of the finite element method are fully combined, the calculation efficiency of the crash finite element analysis of the fuselage frame section of the airplane is improved, and potential calculation non-convergence problems in the calculation of the plastic large deformation region of the fuselage frame section structure of the airplane can be avoided, the design cycle of the airplane structure adaptability is shortened, and the application prospect is great.

This invention discloses a replaceable beam-column seismic joint structure, including a web in the vertical direction, end plates fixedly connected to the left and right ends of the web, flanges horizontally arranged at the upper and lower ends of the web, and a connecting assembly connected to the flanges and the web. The connecting assembly includes a groove in the middle of the upper and lower sides of the web, a connecting shell connected to the groove by a snap-fit ​​body, a receiving groove in the connecting shell, and a rubber block in the receiving groove for filling the receiving groove. The upper and lower sides of the connecting shell contact the web and the flange respectively to achieve large deformation of the joint structure to consume a large amount of external energy. The flange is a corrugated flange. By weakening the connection between the web and the corrugated flange, the plastic hinge of the beam is controlled to move outward to the joint, achieving the design goal of strong joint and weak member. Under seismic action, the plastic hinge rotates, and the good deformation capacity of the corrugated flange and rubber is used to consume seismic energy.

This invention discloses a method for modeling the plastic hinge dynamics of a train coupler device, relating to the field of rail transit vehicle collision safety technology. The method includes: establishing a structural discretization criterion; identifying failure modes of the coupler device under different collision conditions, extracting key mechanical parameters, generating a master list of plastic hinges, and obtaining benchmark simulation data for model verification; based on the discretization criterion and the master list of plastic hinges, discretizing the coupler device into a multi-body system topology consisting of several rigid bodies connected by kinematic pairs; simulating plastic deformation and fracture behavior based on the multi-body system topology; assembling and solving the system dynamic equations to obtain the dynamic response of the coupler device during the collision process and determining the simulation results; and verifying the accuracy of the multi-body dynamics model and evaluating computational efficiency by comparing the simulation results with the benchmark simulation data. This invention significantly improves the depth of collision safety assessment.

This invention relates to the field of building earthquake resistance and disaster reduction technology, specifically a prefabricated self-resetting artificially controllable plastic hinge joint structure and construction method. By providing an extension on the back side of the first and second end steel plates, an internally threaded sleeve used to fix the longitudinal reinforcing bars in the beam can be connected. This allows the number of SMA bars between the upper or lower ends of the first and second end steel plates to be consistent with the number of longitudinal reinforcing bars in the beam, and can be flexibly arranged according to actual conditions. A connecting component is provided between the first and second end steel plates, greatly improving the tightness of the connection system in the energy-dissipating component and the convenience of installation and disassembly. The energy-dissipating component between the first and second end steel plates improves the overall energy dissipation capacity, i.e., the earthquake resistance.

The utility model discloses a flange weakening type steel beam node for guaranteeing functions of a strong column and a weak beam of a steel structure, which belongs to the technical field of steel structures and comprises a steel beam and a steel column, the steel beam and the steel column are connected through an energy consumption connecting beam, the energy consumption connecting beam comprises a rib plate, an upper wing plate and a lower wing plate, and the upper wing plate and the lower wing plate are symmetrically fixed at the upper end and the lower end of the rib plate. The upper wing plate and the lower wing plate are each provided with two rows of gradually-changed-length through holes. The two rows of gradually-changed long through holes are formed in the wing plate and the lower wing plate, the hole diameters are gradually changed from small to large from the end close to the steel column to the other end, the weakening depths of the upper wing plate and the lower wing plate are gradually increased, under the action of dynamic loads such as earthquakes, when the joint deforms relatively, the plastic hinge stably moves outwards, the anti-seismic performance of the structure is improved, and the service life of the joint is prolonged. And a strong column and a weak beam can be realized.

The invention relates to the technical field of bridges, in particular to an assembly type sleeve pier and a forming method thereof.The assembly type sleeve pier comprises a bearing platform, a pier body is installed on the bearing platform, a first reinforcement cage is arranged in the pier body, a performance enhancing structure is arranged on the lower portion of the pier body, and the performance enhancing structure comprises a second reinforcement cage; the first reinforcement cage is sleeved with the second reinforcement cage, and a plurality of concrete prefabricated pieces are installed on the outer side of the second reinforcement cage; wherein the performance enhancing structure and the bridge pier body are of an integrally-formed structure, the adjacent concrete prefabricated pieces are connected in a mortise and tenon joint mode, and the bridge pier body is wrapped by the concrete prefabricated pieces. According to the fabricated sleeve pier, the performance enhancing structure and the pier body are of an integrally-formed structure, the inherent defects of a later-stage reinforcing technology in a traditional method are overcome, the existence of a new and old interface between a later-stage reinforcing structure and an original pier body is eliminated, and an integral and high-strength combined structure is formed in a plastic hinge area at the bottom of the pier; and the problems of interface stripping, cracking and the like are effectively avoided.

The invention relates to the technical field of metamaterial design, in particular to an enhanced concave-circular ring negative Poisson's ratio honeycomb structure and application, the enhanced concave-circular ring negative Poisson's ratio honeycomb structure comprises a plurality of mutually connected cell elements, and each cell element comprises a concave hexagonal part, a quarter arc connection part and a horizontal connection part; through the arrangement of the first reinforcing ribs and the inner concave walls of the inner concave hexagonal parts and the arrangement of the second reinforcing ribs of the quarter arc connecting parts, the Z-shaped combined cell wall is formed by connecting the first reinforcing ribs and the inner concave walls in the four directions of the circular ring. When the enhanced concave-circular ring negative Poisson's ratio honeycomb structure bears an axial compression load, the enhanced concave-circular ring negative Poisson's ratio honeycomb structure is subjected to plastic buckling and rotates around cell wall end points, after a plurality of plastic hinges are formed, under the action of the stretching-bending coupling effect of different types of cell walls, all cell elements gather towards a structure core, a remarkable negative Poisson's ratio phenomenon is shown, and the structure is more stable. And in combination with the multi-element gradient coupling design, the energy absorption performance and the compression rigidity of the structure are effectively enhanced.

The pre-tensioning method self-resetting bridge pier comprises a bridge pier body, the bridge pier body comprises prestressed tendons and energy dissipation tendons, the energy dissipation tendons are distributed around the prestressed tendons, the prestressed tendons penetrate through a first sliding plate and a second sliding plate which are located in an area defined by the energy dissipation tendons, and the convex face of the first sliding plate is slidably connected with the concave face of the second sliding plate; anchor cups are fixed to the two ends of the prestressed tendons and filled with UHPC, the prestressed tendons, the energy dissipation tendons, the anchor cups, the first sliding plate and the second sliding plate are jointly wrapped in concrete, the contact face position of the first sliding plate and the second sliding plate is the plastic hinge position of the pier, and isolation sleeves are embedded in the positions, on the first sliding plate and the second sliding plate, of the prestressed tendons. And the isolation sleeve extends towards one end far away from the energy consumption rib. Compared with the prior art, the pier can be prefabricated through a pre-tensioning method, and automatic resetting after an earthquake is achieved and permanent damage is reduced through the synergistic effect of the pre-stress technology, the recoverable material and the energy consumption device.

The application discloses a semi-rigid metal energy dissipation device for a shear wall root, which comprises an ellipsoidal base, a shear wall and a foundation. The ellipsoidal base is in a T-shaped structure, and a constraint steel groove is arranged at the bottom of the ellipsoidal base. The lower end of the ellipsoidal base is inserted into the constraint steel groove, the upper end of the ellipsoidal base is connected with the shear wall, the lower end of the constraint steel groove is fixed on the foundation, and a plurality of energy dissipation members are arranged between the foundation and the upper side of the ellipsoidal base. The device can avoid the formation of a plastic hinge at the bottom of the shear wall under the action of load.

The utility model discloses a geometric body observer, including L -shaped folding piece and a plurality of geometric body combination block, L -shaped folding piece is the perspective integral forming structure, including first, second and third connecting piece, between first and second connecting piece, and between first and third connecting piece, through plastic hinge to be foldable mode swing connection together, and second connecting piece and third connecting piece together snap together, L -shaped folding piece is bent and is integrated after forming the multi -faced observer, and the perpendicular connection of two two between first, second and third connecting piece. The utility model discloses a geometric body observer, simple structure, simple operation of piecing together, convenient to use, when using, fold 90 of second and third connecting piece, and second and third connecting piece are integrated together. Then after the combination of geometric body combination block together, through the multi -faced observer carries out multi -angle observation, simple and clear.

The invention relates to the technical field of steel structure connecting joints, in particular to a modular steel structure buckling-restrained multi-step energy dissipation beam column joint and a transformer substation, which are suitable for connecting cross beams and stand columns and comprise hinge pieces and energy dissipation assemblies, and first energy dissipation plates comprise the first energy dissipation plate and the second energy dissipation plate; when the swing strength of the cross beam around the axis of the hinge piece relative to the stand column reaches a first threshold value, the first energy consumption plate is bent. When the swing strength of the cross beam around the axis of the hinge piece relative to the stand column reaches a second threshold value, the second energy consumption plate is bent, and the second threshold value is larger than the first threshold value. The method has the beneficial effects that by controlling the local buckling instability behavior of the beam-column joint energy dissipation plate, the bearing capacity is independently regulated and controlled while the initial rigidity of the joint is not changed, and the energy dissipation capacity of the joint is effectively improved; by means of the technical scheme, the problems that plastic hinges at the ends of the beams move outwards and the stand columns and the beams collide and conflict can be solved, and reliability is improved.