37results about How to "Common force" patented technology

The invention discloses a UHPC-common-concrete-lamination composite bridge-deck-slab construction and a constructing method thereof. The UHPC-common-concrete-lamination composite bridge-deck-slab construction comprises UHPC prefabricated slabs, horizontal pre-embedded reinforcing steel bars, U-shaped vertical pre-embedded bars, lamination cast-in-place concrete, vertical-and-horizontal whole reinforcing steel bar nets, wet-connection-band concrete and steel-beam-flange-slab shearing nails. The steel-beam-flange-slab shearing nail are welded on the surfaces of flange slabs of steel beams, the UHPC prefabricated slabs are supported on the flange slabs of the steel beams, and the horizontal pre-embedded reinforcing steel bars between the adjacent UHPC prefabricated slabs are in lap joint; the vertical-and-horizontal whole reinforcing steel bar nets are arranged on the flange slabs of the steel beams and the UHPC prefabricated slabs and poured with the lamination cast-in-place concrete, and the UHPC prefabricated slabs are poured with the wet-connection-band concrete. A UHPC-common-concrete-lamination composite bridge deck slab has the advantages that the structural stress performance is excellent, the weight of the bridge deck slab is light, the performance cost ratio is high, shear transferring is continuous, transverse prestress is not required, and support-free constructing can be achieved, cooperative work of the steel beams and the concrete bridge deck slab can be achieved, and carrying capacities of composite beams are improved.

The invention relates to a prefabricated bearing platform suitable for a large-diameter tubular column foundation of a sea bridge and a construction method of the prefabricated bearing platform. The prefabricated bearing platform is of a multi-box lattice type concrete structure, and a box chamber and the large-diameter tubular column foundation are uniform in arrangement. Movable steel bottom plates are arranged at positions, corresponding to tubular columns, of bottom plates, and connecting reinforcing steel ribs are arranged on the inner wall of the prefabricated bearing platform. The construction method includes the steps of prefabricating the bearing platform in a dry dock on the bank side, filling the dry dock with water after the bearing platform is prefabricated, enabling the prefabricated platform to float by itself, opening a lock when the water level inside the dock is flush with the water level of the sea surface, and dragging the prefabricated bearing platform to the position of a pier; filling the prefabricated bearing platform with water so that the prefabricated bearing platform can sink onto a temporary support, and erecting an operating platform on the top of the prefabricated bearing platform; taking down the movable steel plates, conducting tubular column sinking construction, pouring underwater bottom sealing concrete, pumping water, bonding the reinforcing steel ribs, pouring bearing platform concrete, and forming a complete bearing platform structure. According to the prefabricated bearing platform and the construction method, platform erecting expenses can be saved, materials are used completely, construction investment and time are saved, and the prefabricating bearing platform can bear force together with later period bearing platform concrete.

The invention discloses a fabricated prefabricated shear wall and laminated slab node. The fabricated prefabricated shear wall and laminated slab node comprises a prefabricated shear wall and a laminated slab; a grouting sleeve is arranged at a node body of the prefabricated shear wall and the laminated slab, the lower portion of the grouting sleeve is buried in the upper end of the prefabricated shear wall, and the rest part of the grouting sleeve is located in a post-poured concrete laminated layer of the laminated slab; the bottom end of the grouting sleeve is arranged at the top ends of vertical steel bars located in the prefabricated shear wall, the vertical steel bars downwards and outwards extend out of a prefabricated shear wall located on an upper floor, and the vertical steel bars are inserted into the grouting sleeve from the top end of the grouting sleeve; and a slurry discharging pipe and a grouting pipe are arranged on the upper portion and the lower portion of the grouting sleeve correspondingly, and a grouting material is poured into the grouting sleeve from the grouting pipe till the grouting material overflows from the slurry discharging pipe to enable the grouting sleeve to be completely filled with the grouting material. The grouting sleeve is a connecting piece of the upper-layer shear wall and the lower-layer shear wall, and a plastic hinge is formed at the bottom of the grouting sleeve. The prefabricated shear wall and a prefabricated plate form the wall plate node in an engaged mode through mutual connecting and binding among the grouting sleeve, a steel bar net piece and the post-poured concrete, and integrality and shock resistance of the node are improved.

The invention relates to a method for preparing a biomimetic functional gradient coating. The method comprises the following steps: (1) coating a resin substrate with a mixed solution containing magnetic nanoparticles so as to form a product I, wherein the magnetic nanoparticles comprise particles with an outer diameter of 15-25 nm and particles with an outer diameter of 45-55 nm; (2) applying a magnetic field in the vertical direction so as to redistribute the magnetic nanoparticles inside the product I to form a product II; and (3) performing full curing on the product II so as to obtain thebiomimetic functional gradient coating. The prepared biomimetic functional gradient coating has the advantages that the concentrations of the magnetic nanoparticles in interfaces of the coating havegentler gradient distribution from top to bottom due to small-size particles, and the magnetic nanoparticles possessed by the interface with the most magnetic nanoparticles have a larger concentrationvalue and a higher elastic modulus due to large-size particles.

The invention discloses a joint of a fabricated precast shear wall and a laminated slab connected with the fabricated precast shear wall by combined grouting sleeves. The combined grouting sleeves are arranged at the joint. Each combined grouting sleeve comprises a first section sleeve body and a second section sleeve body; the top ends of the first section sleeve bodies are connected with the bottom ends of the second section sleeve bodies; the bottom ends of the first section sleeve bodies are connected on the top ends of vertical steel bars in the precast shear wall and completely pre-buried in the top ends of the precast shear wall, and the second section sleeve bodies are pre-buried in post-poured concrete laminated layers; the vertical steel bars extend downward out of the precast shear wall on the last storey, the vertical steel bars are inserted in the second section sleeve bodies from the top ends of the second section sleeve bodies and extend into the first section sleeve bodies; and mortar discharging pipes are arranged on the upper portions of the second section sleeve bodies, and grouting pipes are arranged on the lower portions of the first section sleeve bodies. The combined grouting sleeves serve as connecting pieces of the shear wall on the upper layer and the shear wall on the lower layer. Shear wall members form plastic hinges at the bottom. The shear wall and the precast slab form the joint through mutual connection and bonding occlusion among the sleeve bodies, steel bar meshes and post-poured concrete, and the integrity and anti-seismic performance of the joint are improved.

The invention provides an externally-mounted prefabricated sandwich type thermal-insulation concrete wallboard and an assembling system and construction method thereof. The technical problem that a connecting structure between vane boards on the two sides of an existing thermal-insulation wallboard is insufficient in strength is solved by enabling steel bar truss web bars in a continuously-bent status to be connected to longitudinal reinforcing bars on an inner vane board and an outer vane board of the thermal-insulation wallboard. In addition, the externally-mounted wallboard is in assembling connection with a steel beam and a floorslab through a pre-buried bolt technical means or a split bolt technical means. Meanwhile, the self-characteristics of a steel structure are considered, and the assembly structure strength between the wallboard and the steel beam as well as between the wallboard and the floorslab is guaranteed.

Prefabricated steel reinforced concrete and reinforced concrete assembled bridge piers are provided with two connecting modes including bolt connection and connector connection, and each assembled bridge pier connected through bolts comprises a foundation, a first bottom section, a first middle section, a first top section and a bent cap. The assembled pier connected through the connectors comprises a foundation, a second bottom section, a second middle section, a second top section and a bent cap. The construction process of the prefabricated steel reinforced concrete and reinforced concreteassembled pier comprises the following steps that 1, components are manufactured, specifically, the first bottom section, the first middle section, the first top section and the bent cap are prefabricated, or the second bottom section, the second middle section, the second top section and the bent cap are prefabricated; 2, the components are mounted. The designed connection technology of the prefabricated sections and the foundation, the connection technology of the prefabricated sections and the connection technology of the prefabricated sections and the bent cap can guarantee that all the prefabricated parts are connected into a whole, and the structure is jointly stressed and deformed harmoniously.

The invention relates to a web member intersecting and split joint connector structure in the positions of steel truss girder bridge nodes. The middle section of a groove opening of a first U-type groove of a first connector plate penetrates through a second U-type groove of a second connector plate, the space of the first connector plate and the space of the second connector plate intersect and are staggered, the connector plates are welded with node plates in the position of the steel truss girder bridge nodes, and the node plates are welded with chord members; then the connector plates are in bolt joint connection with the member ends of web members through split joint plates and high-strength bolts to form an integrated structure and jointly bear force. Because the intersecting split joint connector plates are welded to the node plates after being mutually staggered in space, and are then in bolt joint connection with the member ends of the web members through the split joint plates and the high-strength bolts to form the integrated structure and jointly bear force, the force can be reasonably borne. The web member intersecting and split joint connector structure in the positions of the steel truss girder bridge nodes can avoid the problems of excessively centralized stress and welding fatigue which are caused by direct intersecting and welding of web member connector plates, can reduce sizes of the node plates and save steel materials, and is obvious in large-internal-force and large-size web member end split joint effect.

The invention discloses a steel-fiberglass composite smoke discharging facility. The steel-fiberglass composite smoke discharging facility is characterized in that the steel-fiberglass composite smokedischarging facility comprises a steel outer cylinder and a fiberglass inner cylinder which are different in diameter, the fiberglass inner cylinder is arranged in the steel outer cylinder matched with the fiberglass inner cylinder, and a bearing ring is arranged on the steel outer cylinder; and the bottom of the fiberglass inner cylinder is arranged on the bearing ring, and the steel outer cylinder and the fiberglass inner cylinder are connected in a composite mode through a polymer foaming material. According to the steel-fiberglass composite smoke discharging facility, the structure is simple, joint stress can be achieved, the structure strength requirement is met, and meanwhile the anti-corrosion requirement is met; good heat-preservation performance is achieved, and a heat-preservation layer does not need to be additionally arranged; and the steel-fiberglass composite smoke discharging facility is specially suitable for transformation of an existing steel inner cylinder chimney,the anti-corrosion purpose is achieved by utilizing the existing structure under the premise that the existing steel inner cylinder is not dismounted, thus the engineering manufacturing cost can be greatly reduced, and economic benefits are remarkable.

The invention discloses an existing whole rubble wall reinforcing UHPC material and a reinforcing method thereof, and belongs to the technical field of wall reinforcing, the existing whole rubble wall reinforcing UHPC material comprises 550-600 kg/m < 3 > of Portland cement, 180-200 kg/m < 3 > of white silica fume, 510-530 kg/m < 3 > of limestone powder, 715-735 kg/m < 3 > of quartz sand, 60-75 kg/m < 3 > of iron ore tailing particles, 50-60 kg/m < 3 > of pumice particles, 15-30 kg/m < 3 > of a polycarboxylic acid water reducer, 230-255 kg/m < 3 > of water and 25-35 kg/m < 3 > of POM fibers; the improved novel UHPC section increasing method and the steel bar binding method are combined to reinforce the existing whole rubble wall body, the thickness of the whole rubble wall body can be increased, and the stability of the whole rubble wall body is improved; and the anti-seismic property and durability are remarkably improved, and the method is convenient to construct and can be widely applied to anti-seismic reinforcement of the whole rubble wall.

The invention relates to an overhanging type external scaffold facilitating wall repairing and a construction method thereof, in particular to the technical field of building construction. The overhanging type external scaffold comprises a scaffold body and a plurality of wall connecting pieces, wherein the wall connecting pieces are installed on the outer wall, needing overhanging, of a buildingand comprise first mounting pieces, second mounting pieces and third mounting pieces, the first mounting pieces are perpendicular to the outer wall and pre-buried in the outer wall, the two ends of the first mounting pieces are correspondingly flush with the two side walls in the thickness direction of the outer wall, the second mounting pieces are arranged in the first mounting pieces in a penetrating manner and are in sealed connection with the first mounting pieces, one ends of the second mounting pieces extend out of the building outer wall, one ends of the third mounting pieces sleeve onesides, extending out of the outer walls, of the second mounting pieces and are detachably connected with the second mounting pieces, and the scaffold body is correspondingly erected on the third mounting pieces on the same layer. The overhanging type external scaffold has the advantages that the repairing difficulty is low, and therefore the workload of repairing the outer wall body is reduced conveniently.