117results about How to "High initial stiffness" patented technology

The invention relates to a node connection device for a self-centering prestressed concrete frame. The node connection device is a device used for the connection between the beam and the column of a prefabricated reinforced concrete frame, and aims at improving energy consumption of a frame structure under seismic action and eliminating or reducing the residual deformation and damage of the frame structure. The connection device is characterized in that combined steel parts form an energy consuming device, two external friction steel plates (3) are arranged in the energy consuming device, are respectively and symmetrically arranged on the two sides of a column end reinforcing steel plate (4) and are connected with the column end reinforcing steel plate (4) into a whole body, two internal friction steel plates (8) are arranged between the two external friction steel plates (3), the upper end and the lower end of each internal friction steel plate (8) are respectively provided with a bean end reinforcing steel plate (5), friction discs (15) are respectively arranged between the two internal friction steel plates (8) and the two external friction steel plates (3), and friction-type high-strength bolts (12) penetrate through the external friction steel plates (3), the friction discs (15), the internal friction steel plates (8) and a prefabricated concrete beam (2) and connect all parts together.

The invention discloses a corrosion-resistant self-centering bridge pier structure easy for seismic rehabilitation. The self-centering bridge pier structure comprises a concrete bearing platform, prefabricated bridge pier sections, post-tensioned prestressed FRP (Fiber Reinforced Plastic) bars, bearing platform embedded bars, FRP connecting sleeves, anti-rust energy consumption bars, bracket lower nuts, bracket lower backup plates, brackets, bracket upper nuts, bracket upper backup plates, bracket reserved pore canals, a bearing platform reserved pore canal and an anchor, wherein the prefabricated bridge pier sections are placed on the downward concave part in the middle of the top surface of the concrete bearing platform; the bearing platform embedded bars are uniformly distributed around the downward concave part; the bearing platform reserved pore canal is arranged in the center of the downward concave part; and the prefabricated bridge pier sections are connected with the concrete bearing platform through the post-tensioned prestressed FRP bars. The structure has a self-centering function, the residual deformation of the structure is effectively eliminated or reduced, and the bottom of a bridge pier is protected through the FRP sleeves to prevent crush caused by local compressive stress.

The invention discloses a special earthquake isolation and damping support seat which is suitable for railways and bridges and comprises a lead core lamination rubber support seat and an X-shaped mild steel damper, wherein the X-shaped mild steel damper consists of more than three X-shaped mild steel damper single sheets which are sequentially parallel and is arranged at the left side and the right side of the lead core lamination rubber support seat, and the upper end and the lower end of both sides of the X-shaped mild steel damper are respectively fixed on an upper connecting plate and a lower connecting plate of the lead core lamination rubber support seat with high-strength bolts. The special earthquake isolation and damping support seat disclosed by the invention can increase the initial rigidity, enhance the yield strength, efficiently limit displacement of the bridge during small earthquake and middle earthquake, ensure the safety of train running and fulfill the function of better earthquake isolation and damping during large earthquake.

The invention relates to a concrete-filled steel tube combined shear wall and a construction process thereof. The shear wall comprises steel tubes which are distributed uniformly along the section of the shear wall, concrete filled into the steel tubes, concrete poured outside the steel tubes, square stirrups arranged outside the steel tubes, and vertically-distributed steel bars and horizontally-distributed steel bars which are arranged on front and rear sides of the steel tubes, tie steel bars which are tied between the steel tubes and the vertically-distributed steel bars and between the steel tubes and the horizontally-distributed steel bars, and longitudinal steel bars which are arranged at the positions of restraint members on edges of two sides of the steel bars. According to the concrete-filled steel tube combined shear wall, the steel tubes are embedded into the ordinary reinforced concrete shear wall, and the bearing capacity of the concrete is improved under the restraint action of the steel tubes, so that the sectional dimensions of the members are reduced, the dead weight of a structure is reduced, a seismic effect is reduced, and more usable areas are provided for buildings under the condition of the same design axial force; and anti-seismic properties of the flexural capacity, shear capacity, damage ductility and the like of the shear force are improved effectively by utilizing the high bearing capacity and high ductility of the concrete-filled steel tubes.

The invention provides a compound mild steel damper with holes and ribs. The compound mild steel damper is mainly composed of an energy dissipation portion, rib dividing holes, in-rib holes, vertical energy dissipation ribs, horizontal energy dissipation ribs, a fixing portion, a steel base plate, angle steel, a steel beam, a herringbone support top portion, U-bar and the like. The compound mild steel damper is characterized in that the energy dissipation portion is rectangular, a plurality of rib dividing holes are arranged in the energy dissipation portion, the rib dividing holes are oval, long axes of the rib dividing holes are vertically distributed, and the energy dissipation portion is divided into a plurality of vertical energy dissipation ribs. The in-rib holes are arranged in each vertical energy dissipation rib, the in-rib holes are oval, long axes of the rib dividing holes are horizontally distributed, and one vertical energy dissipation rib is divided into the plurality of vertical energy dissipation ribs and the plurality of horizontal energy dissipation ribs through the plurality of in-rib holes. The compound mild steel damper has the advantages of being big in initial stiffness, free of obvious stress concentration, big in steel surrender area, good in energy dissipation effect and high in steel utilization rate. A plane of the damper is big in outer stiffness, plane outer unstability of the damper is avoided before sufficient energy dissipation, and damage of the damper out of a big plane during stress is avoided. In addition, the compound mild steel damper with holes and ribs is simple in manufacture and installation and convenient to use, can be used for aseismic design of newly-built constructional engineering, and can be used for strengthening service of the existing engineering.

This invention is related to a double X mild steel damper. It is composed of energy consuming steel board, angle iron, horizontal linking steel board. It has high initial steel degree and good capacity of energy consuming. This invention can be used on the support of the multi-floored building, and also between the girder and the wall. This damper has simple materials, easy way facture, and has economic and using values and will be broadly applied in the field of quake-proof framework.

The invention discloses a shear-type stiffened metal damper, which comprises an energy-dissipating steel plate, stiffening ribs are respectively arranged on the left and right sides of the energy-dissipating steel plate, horizontal connecting steel plates are respectively arranged on the upper end and the lower end of the energy-dissipating steel plate, Flange plates are arranged at the front end and rear end respectively, the stiffeners on the left side and the right side of the energy dissipation steel plate are arranged symmetrically or asymmetrically, and the stiffeners on the same side of the energy dissipation steel plate are arranged without crossing. The invention utilizes the advantages of relatively large initial rigidity when the steel plate is stressed in the plane, and prevents the buckling of the energy-dissipating steel plate by means of stiffening, thereby ensuring the energy-dissipating capacity and stability of the damper; There are no cross welds, and the stiffeners can be set in full length without truncating, which is convenient for welding, and the welding quality is easy to guarantee.

The invention discloses a shear yield and bending yield combined type staged soft steel damper. The damper comprises two L-shaped side steel plates (1) which are arranged symmetrically around an original point; the two ends of each of X-shaped soft steel energy-consuming steel sheets (2) are vertically welded and connected with two parallel X-shaped soft steel energy-consuming sheet connecting plates (3) to form an X-shaped steel sheet energy-consuming component (7); the rib wall of a rectangular soft steel energy-consuming steel sheet (4) is vertically welded and connected with rectangular steel sheet reinforced plates (6), and the upper and lower ends of the rectangular soft steel energy-consuming steel sheet (4) are vertically welded and connected with two parallel rectangular steel sheet connecting plates (5) to form a rectangular steel sheet energy-consuming component (8); and the X-shaped steel sheet energy-consuming component (7) and the rectangular steel sheet energy-consuming component (8) are arranged side by side in a cavity formed by the L-shaped side steel plates (1) and are fixedly connected with the vertical surfaces of the L-shaped side steel plates (1) through high-strength bolts, respectively. The shear yield and bending yield combined type staged soft steel damper is simple in structure, strong in energy-consuming capacity, good in staged energy-consuming effect and wide in application scope.

The invention discloses a fabricated self-resetting concrete frame soft steel energy dissipation composite joint. The fabricated self-resetting concrete frame soft steel energy dissipation composite joint includes a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, soft steel dampers, a pre-stressed steel strand, embedded high-strength bolts and anchored steel bars, wherein the prefabricated reinforced concrete beam is provided with a beam end embedded steel sleeve, and a column end embedded steel plate is arranged at the butt-joint position between the prefabricated reinforced concrete column and the beam end embedded steel sleeve; the pre-stressed steel strand penetrates through a pre-stressed steel strand hole channel of the prefabricated reinforced concrete column, a pre-stressed steel strand opening of the column end embedded steel plate, a pre-stressed steel strand opening of the beam end embedded steel sleeve and the pre-stressed steel strand channel of the prefabricated reinforced concrete beam in sequence, so that the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam are spliced together; and the soft steel dampers are arranged on both sides of a web plate of the section steel part of the beam end embedded steel sleeve. The fabricated self-resetting concrete frame soft steel energy dissipation composite joint enables the prefabricated concrete frame structure to have excellent seismic performance and self-resetting ability under high earthquake intensity.

The invention provides a low-yield-point steel buckling-restrained shearing plate damper which comprises a core steel plate, a transverse buckling-restrained stiffening rib, a vertical buckling-restrained stiffening rib, a left-side flange plate, a right-side flange plate, an upper flange plate and a lower flange plate. The core steel plate is connected with the left-side flange plate, the right-side flange plate, the upper flange plate and the lower flange plate through melting through welds respectively, two ends of a short side of the transverse buckling-restrained stiffening rib are in welded connection with the left-side flange plate and the right-side flange plate respectively, two ends of a short side of the vertical buckling-restrained stiffening rib are in welded connection with the upper flange plate and the lower flange plate respectively, a certain gap is reserved between each of the transverse buckling-restrained stiffening rib and the vertical buckling-restrained stiffening rib and the core steel plate, and the left-side and right-side flange plates are connected with the upper and lower flange plates through melting through welds. The low-yield-point steel buckling-restrained shearing plate damper has the advantages of high initial rigidity, obvious energy consumption in small vibration deformation, small out-of-plane buckling, high plastic deformation capability, full hysteretic curve, good energy-consuming capability and the like, and is an excellent energy-consuming element.

The invention relates to a self-resetting soft steel energy dissipating brace, which mainly consists of a brace component, a prestress device, an energy dissipating device and a plurality of fixed connecting components, wherein soft steel is connected with end plates through force transmission devices; one end of an inner sleeve is provided with a groove; a projected connecting plate can penetrate into the groove to be welded with the inner sleeve; an outer sleeve covers the inner sleeve; arc-shaped welding splicing plates are symmetrically welded on the outer surface of one end of the outer sleeve; the outwards extending part of each arc-shaped splicing plate is welded with a combined connecting plate; the end plates are positioned at two ends of the sleeves; resetting bars are arranged in the inner sleeve; and the two ends of the resetting bars are connected with the end plates through anchor devices. The self-resetting soft steel energy dissipating brace has the advantages that the soft steel is used to be stressed in the plane; greater initial rigidity is provided for a structure; the earthquake design level of no damage in minor earthquake is achieved; when medium or great earthquake occurs, the energy is dissipated through the plastic deformation of the soft steel; after the earthquake action stops, the soft steel is reset by using the recovery force of the resetting bars, so that the residue deformation of the structure is eliminated; and the earthquake design level of reparability after medium earthquake and falling prevention in great earthquake is achieved.

The invention provides mild steel and a friction damper. The friction damper is mainly composed of oval friction plates, mild steel plates, fixing plates, center shaft anchor bolts, center shaft screw holes, fixing plate screw holes, friction plate spring clamping openings, springs and the like. The friction damper is characterized in that the two oval friction plates are arranged in an intersecting mode, two long shafts are perpendicular to each other, the mild steel plates are arranged on the outer sides of the two oval friction plates respectively, and a rectangular energy dissipation body is formed by the two oval friction plates and the two mild steel plates. The friction damper has the advantages that large initial stiffness can be achieved, under the action of wind vibrations and earthquakes, the friction damper can rapidly enter in an energy dissipation state, and moreover good energy-dissipating capacity can still be achieved under large deformation; the entire system is even in stress, stable and saving in material, and it is also guaranteed that the energy dissipation system is steady, effective, simple in structure, economical and practical; the friction damper can be used for the seismic design of novel constructional engineering and also can be used for reinforcement and maintenance of existing engineering.

The invention discloses a core tube mixed structure. The core tube mixed structure comprises a steel column, a steel beam, two pieces of equal-side angle steel, two pieces of non-equal-side angle steel, outwards-extending end plates, high-strength bolts and concrete. The core tube mixed structure has the advantages of being large in initial stiffness, high in yield strength and good in earthquake resistance and has a saturated hysteretic curve.

The invention discloses a prefabricated flexible concrete frame joint structure with added hidden dampers. The prefabricated flexible concrete frame joint structure comprises concrete precast beams (1), a concrete precast column (2), an unbonded prestressed steel strand (3) and the dampers (4); and the concrete precast beams are installed on the two sides of the concrete precast column symmetrically through the four dampers correspondingly, high-strength rubber gaskets are placed at the joints of the concrete precast beams and the concrete precast column, and high-toughness fiber slurry is used for caulking. The prefabricated flexible concrete frame joint structure is reasonable in design, the metal dampers fully consumes energy through relative rotation between visco-elastic damping sheets in an earthquake, the force transmission path at the intersection of the beams and the column is changed, and the damage of a main body of a joint can be effectively reduced; the concealment of energy-consuming damper units avoids the overlap of a plastic hinge region and the main body of the joint, and the structural function can be restored only by replacing the damper units with structures damaged in the earthquake. The structure belongs to a recoverable functional structure, and the structure can recover the normal function as soon as possible after the earthquake.

The invention relates to a steel frame integrated member, in particular to a steel frame integrated member for concrete core tube structures and an assembly method thereof, and belongs to the field of steel structures. The steel frame integrated member comprises a core tube, a steel column component and steel beam components. The bottom of the steel column component is fixed to the core tube. Two lateral ends of an upper end of the steel column component are provided with the steel beam components fastened to the steel column component, respectively. The assembly method includes the steps of subjecting parts to setting out and blanking, perforating the parts, reinforcing a steel column, performing assembly and inspecting the member. The steel frame integrated member and the assembly method thereof have the advantages that the structure is compact, ductility of a steel-structure beam-column joint is improved, the ability of the joint to resist earthquakes and dissipate energy is enhanced, and overall seismic capacity of the structure is further improved.

The invention belongs to the field of building structure vibration control and provides a three-dimensional combined energy dissipation device. The device is formed by enclosure of vertical tension compression energy dissipation steel plate, a horizontal longitudinal shear energy dissipation grating steel plate and horizontal transverse shear energy dissipation grating steel plates. Connection plates are arranged at upper and lower ends outside the device respectively, a cavity of the device is internally provided with an energy dissipation filler material, and large-curved-surface energy dissipation steel plates and round mild steel energy dissipation inner barrels are arranged in the device. Horizontal transverse shear energy dissipation is performed under reciprocating horizontal transverse shear action; horizontal longitudinal shear energy dissipation is performed under reciprocating horizontal longitudinal shear action; under vertical tension compression action, the round mild steel energy dissipation inner barrels and the large-curved-surface energy dissipation steel plates deform for energy dissipation while the energy dissipation filler material is extruded for energy dissipation. Therefore, a quake insulation function is provided for the structure in three-dimensional directions while corresponding stresses and damping are provided, great quake resistance, ductility and hysteretic energy dissipation performances are achieved, and the device is applied to buildings with a three-dimensional quake insulation function.

The invention relates to an antinode core-board precast concrete prefabricated composite wall comprising an antinode core-board unit. The antinode core-board unit comprises an antinode core board, edge reinforcing columns and end boards; the board surface of the antinode core board is wavy; the edge reinforcing columns are fixedly arranged on two sides of the antinode core board, the length direction of the edge reinforcing columns is parallel to the direction of wave crests or wave troughs of the antinode core board, and the upper and lower ends of each edge reinforcing column are parallel to the upper and lower ends of the antinode core board; the end boards are respectively and fixedly arranged on the upper and lower sides of the antinode core board and the edge reinforcing columns; a reinforced concrete board covers the outer sides of the antinode core board and the edge reinforcing columns. The antinode core-board precast concrete prefabricated composite wall is high in field fabrication degree, fast in construction and high in industrialization and commercialization degree, and is more convenient to connect with steel beams and floor slabs. Advantages of various existing lateral force resistance members can be integrated in the composite wall, and the composite wall can bear vertical load as well as resist horizontal force and can play an important role in aseismic design of multi-story and super-high-rise building structure systems.

The invention provides a plate type metal-rubber shear friction damper. The plate type metal-rubber shear friction damper comprises two same metal-rubber blocks, a left steel force-application plate, a right steel force-application plate, fastening bolts, an upper steel clamping plate and a lower steel clamping plate. The left and the right steel force-application plate are provided with holes in the size the same with the metal-rubber blocks, and the two metal-rubber blocks are respectively arranged in the holes of the left and the right steel force-application plate. The upper and the lower steel clamping plate are provided with multiple bolt holes and also provided with recesses in the size the same the top surfaces of the metal-rubber blocks. The left and the right steel force-application plate with the metal-rubber blocks are disposed between the upper and the lower steel clamping plate, and the metal-rubber blocks are in bolt fastening with the upper and the lower steel clamping plate through the recesses and the bolt holes formed on the upper and the lower steel clamping plate. The plate type metal-rubber shear friction damper has the advantages of high-and-low temperature resistance, corrosions resistance, ageing resistance, high intensity, impact resistance, long service life and the like.

The invention provides an assembled lead shear damper, which is easy to assemble and has stable performance. The damper comprises a middle pulling plate, an end part connection plate, a lead column, a first inner layer pulling plate and a second inner layer pulling plate; the first inner layer pulling plate and the second inner layer pulling plate are positioned on both sides of the middle pulling plate and both sides of the end part connection plate; a middle layer lead column hole and a middle layer pin hole are formed on the middle pulling plate; the first inner layer pulling plate and the second inner layer pulling plate form an inner layer pulling plate; the inner layer pulling plate comprises an inner layer pulling plate main body on which an inner layer lead column hole and an obround limiting hole are formed; the inner layer lead column hole is positioned at one end of the inner layer pulling plate main body; the other end of the end part connection plate is connected with the inner layer pulling plate main body; a connection pin is arranged in the middle layer pin hole of the middle pulling plate and passes through the obround limiting hole of the inner layer pulling plate; the inner layer lead column hole is coaxial with the middle layer lead column hole; and the lead column is positioned in the inner layer lead column hole and the middle layer lead column hole. By changing of a shear area of the lead column, such as increasing of the diameter or the number of shear surfaces of the lead column, output force can be increased.

The invention relates to an annular box type energy dissipation reticulated shell joint and belongs to the building technical field. The annular box type energy dissipation reticulated shell joint is composed of an inner cylindrical reinforcing plate, outer polygonal reinforcing plates, side rib energy dissipation steel plates, horizontal rib energy dissipation steel plates and installation cover plates, wherein the inner cylindrical reinforcing plate is arranged at the center, the outer polygonal reinforcing plates are arranged outside the inner cylindrical reinforcing plate, the side rib energy dissipation steel plates are arranged between the inner cylindrical reinforcing plate and the outer polygonal reinforcing plates, the inner cylindrical reinforcing plate and the outer polygonal reinforcing plates are of the same height, the horizontal rib energy dissipation steel plates are arranged on the bottom, in the middle and on the top of the inner cylindrical reinforcing plate and on the bottom, in the middle and on the top of each outer polygonal reinforcing plate, and the installation cover plates are arranged on the bottom and top of the inner cylindrical reinforcing plate and on the bottom and top of each outer polygonal reinforcing plate. The joint has the advantages that initial rigidity is quite high, energy dissipation effect is good, no obvious stress concentration phenomenon occurs, manufacturing and installation are easy, and using is convenient.

The invention relates to an energy-dissipation strut system consisting of energy-dissipation steel plates and an inclined strut and a construction method thereof, which belong to the technical field of energy dissipation devices. The energy-dissipation strut system is arranged in a rectangular area formed by enclosure of structural beams and structural columns, and comprises an stiffening energy-dissipation steel plate and a bidirectional inclined strut, wherein the stiffening energy-dissipation steel plate is composed of an energy-dissipation steel plate, frame steel plates arranged around the energy-dissipation steel plate, and stiffening plates arranged at the two side surfaces of the energy-dissipation steel plate, and the stiffening energy-dissipation steel plate is arranged at the top surface of the bidirectional inclined strut by a connecting piece. The energy-dissipation strut system and construction method thereof provided by the invention solve the problem of energy-dissipation and strutting integration, have the advantages of simple structure, low cost, convenience in construction, and the like, and can be widely applied to the energy dissipation and shock absorption of steel framed structures and concrete framed structures.

The invention discloses a metal damper provided with multiple shearing webs. The metal damper provided with the multiple shearing webs comprises the shearing webs, horizontal connecting steel plates, flange plates and stiffening plates, wherein the horizontal connecting steel plates are arranged above and below the shearing webs respectively, the flange plates are arranged at two ends of the shearing plates, the stiffening plates are arranged on the lateral surfaces of the shearing webs, the shearing webs are welded to the upper horizontal connecting steel plate and the lower horizontal connecting steel plate, the shearing webs are welded to the flange plates at the two ends, the stiffening plates are welded to the shearing webs, the number of the shearing webs is at least two, the adjacent shearing webs are parallel with each other, and the intervals between the shearing webs are equal or different. The metal damper provided with the multiple shearing webs utilizes the advantage that the initial rigidity is large when the plane of the shearing webs is stressed, prevents the plane of the shearing webs from being bent outwards through the method of arranging the two shearing webs and the different stiffening plates, and guarantees energy consumption capacity and stability. When the needed tonnage is large, the weight and length of the metal damper with the two shearing webs are smaller than those of a metal damper with one shearing web.

The invention discloses a floor slab damage avoiding type double-beam self-resetting anti-seismic steel framework which comprises at least one structural unit. Each structural unit comprises two framework columns, an upper I-shaped steel beam and a lower I-shaped steel beam, wherein the upper I-shaped steel beam and the lower I-shaped steel beam are in vertically adjacent arrangement, two ends ofthe upper I-shaped steel beam are connected with the framework columns through upper flange steel plates, two ends of the lower I-shaped steel beam are connected with the framework columns through lower flange steel plates, a gap is reserved between the upper I-shaped steel beam and the lower I-shaped steel beam, two ends of the upper I-shaped steel beam and the lower I-shaped steel beam are connected into a whole through end limiting devices, pre-tensioning rods are anchored between the end limiting devices at two ends, shear connectors are arranged on webs of the upper I-shaped steel beam and the lower I-shaped steel beam, and ends of the shear connectors are welded to the framework columns. The floor slab damage avoiding type double-beam self-resetting anti-seismic steel framework has advantages that self resetting of steel structures in small earthquakes and intermediate earthquakes can be realized, structural damages in severe earthquakes are avoided, floor slab pull cracks are avoided due to a self-resetting mechanism, and accordingly post-earthquake economic loss is effectively reduced.