87results about How to "Clear force transmission path" patented technology

The invention discloses a detectable, replaceable and adjustable arch bridge suspender system and a method for constructing the same. The arch bridge suspender system comprises a suspender, an upper anchor head steel structure and a rigid connecting screw. The suspender is provided with an upper anchor head, a middle suspender body and a lower anchor head, the upper anchor head steel structure is positioned on an arch rib of an arch bridge and is welded with the arch rib, the upper anchor head of the suspender extends outwards after penetrating through the arch rib and the upper anchor head steel structure, an extending end of the upper anchor head is anchored on the upper anchor head steel structure via an upper anchoring unit, the upper end of the rigid connecting screw is detachably and integrally connected with the lower anchor head of the suspender, and the lower end of the rigid connecting screw is anchored on the bottom surface of a crossbeam via a lower anchoring unit after penetrating through the crossbeam of the arch bridge. The arch bridge suspender system is convenient to check and replace, and force of the suspender can be adjusted conveniently. The invention also discloses the method for constructing the arch bridge suspender system. By the method for constructing the arch bridge suspender system, the detectability, the replaceability, the adjustability and excellent corrosion resistance of the arch bridge suspender system can be guaranteed.

The invention discloses a separation type damping stair, which is composed of stair beams, stair columns, stair plates and stair rest platforms. The stair plates and the stair rest platforms are fixed in frames formed by frame columns and frame beams through the stair columns and the stair beams. Horizontal separation layers are arranged between the stair plates and the stair rest platforms or between the stair plates and floor plates, or horizontal separation layers or vertical separation seams are arranged between the stair rest platforms and the frame structures. By the adoption of horizontal separation or gliding layers and arrangement of the vertical separation seams, inclined support effect of the stair on a building structure is removed under the horizontal loading effect of earthquake and the like, negative effect on quake-proof performance of the building structure is avoided, simultaneously the complexity that the design of the building structure needs to be taken into stair calculation and analysis is avoided, and the problem that building cost is added due to the fact that the stair needs to take part in quake-proof design is solved. The separation type damping stair can improve quake-proof performance of the building structure and has good economy.

The invention discloses a variable-unit-cell-size opposite-pyramid gradient lattice structure with transition layers. The variable-unit-cell-size opposite-pyramid gradient lattice structure with the transition layers are used for solving the technical problem that an existing gradient lattice structure is poor in mechanical performance. According to the technical scheme, the variable-unit-cell-size opposite-pyramid gradient lattice structure with the transition layers comprises N layers of opposite-pyramid lattice structures and N-1 transition layers, wherein each layer of opposite-pyramid lattice structures are formed by opposite-pyramid lattice unit cells in the xoy plane by means of prolongation, and each transition layer a is connected with an opposite-pyramid lattice layer b and an opposite-pyramid lattice layer c, the unit cell size of each opposite-pyramid lattice layer b is 2L, the unit cell size of each opposite-pyramid lattice layer c is L, and the height of each transition layer a is H. According to the variable-unit-cell-size opposite-pyramid gradient lattice structure with the transition layers, the transition layer is arranged between two layers of different unit cellsizes of opposite-pyramid lattice structures, the sectional dimension of each lattice unit cell rod piece and the lattice unit cell size can be changed at the same time, so that when the structure isdesigned, the influence of the lattice unit cell size and the influence of the sectional dimension of each rod piece on the overall performance of the structure can be taken into consideration at thesame time, and the purpose of improving the mechanical performance is achieved.

The invention discloses a fiber reinforce plastic (FRP) sectional material beam column joint capable of being assembled rapidly. The FRP sectional material beam column joint capable of being assembledrapidly comprises a FRP pipe concrete column with an embedded cross-shaped FRP sectional material, a box groove FRP sectional material concrete combined beam, a prefabricated joint and a matched bolt. A joint body is composed of two same parts and is assembled with the embedded cross-shaped FRP sectional material, and the beam is connected with the joint through an end part pre-embedded groove shape steel plate. The main construction method of the FRP sectional material beam column joint capable of being assembled rapidly comprises the steps that a column prefabricated FRP pipe and the cross-shaped FRP sectional material are placed in position; the joint is assembled correspondingly with the cross-shaped FRP sectional material extending from the column and the beamless connection direction bolt is tightened; the beam is hoisted in position, the beam end groove steel plate and the joint are opposite to a reserved bolt hole and the bolt is tightened; and a template is arranged in a supporting mode, and concrete in the column and the concrete at the joint are poured. The FRP sectional material beam column joint capable of being assembled rapidly is simple in construction and convenient to construct, can greatly improve the construction efficiency, and is easy to control the quality. Meanwhile, a force transferring route of the joint is distinct, the good energy consumption is achieved, and the safety of a main body structure can be well guaranteed.

The invention discloses a three-section hinging type arch bridge suspender system with rigid rods combined with a flexible cable. The three-section hinging type arch bridge suspender system comprises a suspender cable body, an upper steel rod, a lower steel rod and connecting components, wherein the upper steel rod and the lower steel rod are the rigid rods; the suspender cable body is the flexible cable; the two sections of rigid rods are located on the upper end and the lower end; the upper steel rod is fixedly connected with an upper anchor unit embedded in an arch rib of an arch bridge; the lower steel rod is fixedly connected with a lower anchor unit embedded in a cross beam of the arch bridge; the upper end of the suspender cable body is hinged with the upper steel rod through the upper connecting component; the lower end of the suspender cable body is hinged with the lower steel rod through the lower connecting component; therefore, a three-section hinging type structure with the rigid rods on two ends and the flexible cable in the middle is formed. The suspender system is adjustable, detectable and replaceable, is convenient for replacing and adjusting the suspender force, and solves the problem that horizontal stress is generated on the steel rods since centralizing error of upper and lower embedded pipe holes is caused by the deformation of the arch rib or exogenic action stressed by the cross beam during the new bridge construction or operation process.

The invention provides a steel anchor beam without corbels. The steel anchor beam without the corbels comprises end supports (1), a middle balance beam (2) and stay cable anchoring heads (3). The end supports (1) are connected with tower walls (4) through shear studs (15) or PBL shear keys (16), and the end supports (1) are connected with a web (5) and top plates (6) of the middle balance beam (2) through high-strength bolts. The stay cable anchoring heads (3) are symmetrically arranged on a bottom plate (7) located on the inner sides of the two ends of the web (5) of the middle balance beam (2), and under-anchor #-shaped plates (10) of the stay cable anchoring heads (3) are connected with the web (5), the top plates (6) and the bottom plate (7) of the middle balance beam (2). The steel anchor beam without the corbels has the advantages that the overall height of the steel anchor beam structure is reduced; when a stay cable is tensioned, the middle balance beam slides on connecting bolt hole positions in a self-adaptive mode in the cable force direction, constraint in the horizontal direction of the middle balance beam is released, so that deformation is generated, and the middle balance beam bears the horizontal component balance part of the stay cable. According to the steel anchor beam without the corbels, it is guaranteed that the steel anchor beam bears the most horizontal component of the stay cable, the problem of height limit of the steel anchor beam is solved, meanwhile steel consumption is reduced, and therefore the application range of the steel anchor beam is widened.

The invention discloses an anchored arch bridge suspender system with a flexible cable combined with a rigid tie rod. The suspender system includes a suspender cable body, an upper anchor head, an upper anchor member, a steel tie rod, a lower anchor head and a lower anchor member. The boom cable body is a flexible cable, the upper anchoring member is located in the anchor hole of the arch rib of the arch bridge, and the arch rib pre-embedded pipe is embedded in the arch rib, the upper end of the boom cable body is the upper anchor head, and the upper anchor After passing through the pre-buried pipe of the arch rib, the head is connected with the upper anchoring member. The steel tie rod is a rigid tie rod. The lower end of the suspender cable body is connected with the upper end of the steel tie rod through the cable rod connecting member. The lower anchoring member is located on the crossbeam of the arch bridge. In the anchor hole of the crossbeam, the crossbeam pre-embedded pipe is pre-buried in the crossbeam, and the lower end of the steel tie rod is the lower anchor head, which is connected to the lower anchor member after passing through the crossbeam pre-embedded pipe. The boom system uses a combination of flexible cables and rigid rods, which are adjustable, inspectable and replaceable.

A body-like node aluminum alloy space truss structure comprises all body-like space truss node bodies and all space truss chord members and web members, wherein the space truss node bodies are made of aluminum alloy materials, and the space truss chord members and the web members are made of the aluminum alloy materials and connected with the node bodies. The body-like node aluminum alloy space truss structure is characterized in that node body limb plates B1 and B2 connected to the space truss chord members in an X-axis direction are respectively arranged, or node body grooves C1 and C2 connected to the space truss chord members of the x-direction are arranged in positive and negative directions of the X axis located in the plane of the XY axes of the space truss according to requirements of connecting rods on each body-like node body; node body limb plates B3 and B4 connected to the space truss chord members in a Y-axis direction are respectively arranged or node body grooves C3 and C4 connected to the space truss chord members of the Y-direction are arranged in positive and negative directions of the Y axis located in the plane of the XY axes of the space truss; a node body limb plate B5 connected to the space truss web members G5 and G6 is arranged or a node body groove C5 connected to the space truss web members G5 and G6 is arranged in the plane of the space truss web members G5 and G6 at YZ side; and a node body limb plate B6 connected to the space truss web members G7 and G8 is arranged or a node body groove C6 connected to the space truss web members G7 and G8 is arranged in the plane of the web members G7 and G8 at (-Y)Z side. The space truss members converged at a node A(JA) and the space truss member ends corresponding to the node body limb plates are respectively provided with an opening so as to implant the node body limb plate, and the space truss member ends corresponding to the node grooves are directly implanted into the corresponding node grooves.

The invention provides a connection joint for a steel pipe beam combined shear wall and a steel beam, belongs to the technical field of building engineering, and has the advantages that the ultimate bearing capacity is high, the connection is safe and reliable, and the field installation is convenient. The connection joint for the steel pipe beam combined shear wall and the steel beam comprises the steel pipe beam combined shear wall, the H-shaped steel beam and an embedded assembly for connecting the steel pipe beam combined shear wall and the H-shaped steel beam, wherein the embedded assembly comprises an end plate, anchor bars and a web plate connecting plate; the anchor bars and the web plate connecting plate are respectively connected with two opposite side surfaces of the end plate;the side surface, connected with the anchor bars, of the end plate is a first connection surface; the side surface, connected with the web plate connecting plate, of the end plate is a second connection surface; the first connection surface is attached to a to-be-connected surface of the steel pipe beam combined shear wall; the anchor bars are embedded in the steel pipe beam combined shear wall; an upper wing edge plate and a lower wing edge plate of the H-shaped steel beam are welded onto the second connection surface; and the web plate of the H-shaped steel beam is connected with the web plate connecting plate through screw bolts.

The invention provides a detachable assembled shear wall structure with replaceable components and an assembling method. Precast shear walls and a foundation and upper and lower layers of precast shear walls are both connected with each other through the replaceable components; and the precast shear walls and a precast floor slab are connected with each other through common bolts. According to thedetachable assembled shear wall structure with the replaceable components, each member and the replaceable components can be all precast in a factory and can be mounted after being transported to thesite. The precast shear walls are reinforced concrete shear walls which are industrially made and produced in a prefabrication factory. The precast floor slab is a reinforced concrete floor slab which is industrially made and produced in the prefabrication factory. According to the detachable assembled shear wall structure with the replaceable components, the detachability of the shear wall and the quick recovery of the structure after earthquake are realized, and requirements of structure assembled construction and building industrialization are satisfied.

The invention discloses an annular specimen tensile testing device and a realizing method thereof. The annular specimen tensile testing device comprises tensile equipment, a first connection joint, a second connection joint, a first connection plate, a second connection plate, a first separation disc, a second separation disc, an annular specimen, a first equipment bolt, a second equipment bolt, a first connection bolt, a second connection bolt, a first fixing bolt, a second fixing bolt, a first limiting bolt and a second limiting bolt. The annular specimen tensile test device has the advantages that the structure is simple, and the design is scientific and reasonable; compared with the traditional tensile disc which is customized to different annular specimens, the device is suitable for performing tensile test on the annular specimen with multiple modulus diameters, the suitability is strong, and the repeated utilization is realized; the connection structure of the parts is simple, the force transfer path is clear, and the load can be effectively applied to the specimen.

The invention belongs to the field of space truss structure arrangement and design of aviation large-span open-section cabin structures under the action of end face torque loads, and particularly relates to an arrangement and optimization design method of a space truss structure during end face torque load transmission. The method comprises the following steps: firstly, designing a force transmission path for the structure on the basis of theoretical analysis; then establishing a finite element model of the space truss structure, and applying load and displacement boundary conditions; secondly, taking the minimum weight as an optimization target, giving constraint conditions of stress strain and displacement, and achieving redistribution of loads by changing the rigidity of spring elements; and performing multiple rounds of iterative optimization on the space truss structure to obtain a final optimization result.

The invention relates to an aircraft airfoil surface structure which is composed of a tree-shaped metal inner core and a composite material skin, in particular to a structure of a rudder wing surfaceat the tail part of a hypersonic aircraft used under a high temperature service environment. The airfoil surface structure comprises the inner core, the skin, a rudder shaft and connection bolts; theinner core is designed to be of a tree-like I-shaped beam structure and prepared from a GH4099 high temperature alloy, and the inner core has the excellent mechanical property under the high temperature environment; the skin is prepared from a C/SiC composite material, and is good in heat resistance and density; the inner core and the skin are connected with the aircraft through the rudder shaft,and the rudder shaft is prepared from the GH4099 high temperature alloy; and the inner core and the skin are connected through ceramic bolts. The airfoil structure can guarantee the mechanical property and the heat resistant property of the aircraft under the high temperature and hypersonic flying environment, and improves the flight stability.

The invention discloses a beam-plate combined type foundation suitable for power transmission line engineering. The beam-plate combined type foundation comprises a bottom supporting layer, a cross beam frame and a stand column; the bottom supporting layer comprises a plurality of plate strips which are parallel to one another; the cross beam frame comprises a plurality of cross beam layers; each cross beam layer comprises a plurality of cross beams which are parallel to one another; the cross beams of every two adjacent cross beam layers are perpendicular to one another and are detachably connected; the cross beams of the bottommost cross beam layer are perpendicular to the corresponding plate strips and are detachably connected to the corresponding plate strips; and the stand column is detachably connected to the uppermost cross beam layer. The beam-plate combined type foundation has the advantages of being easy to process and produce and easy to install on site, and the universalityof structural members is high. The invention further discloses a construction method. The construction method comprises the steps of excavating a foundation pit, leveling the foundation pit, hoistingthe foundation, and carrying out foundation pit backfilling. The construction method has the advantages that the construction efficiency is high, and the construction quality is good.

The invention discloses a method for exerting pre-stress to a bracket-free steel anchor beam in an electrically-heating mode. The method includes the following steps: (1) splitting the bracket-free steel anchor beam, and manufacturing and forming the two parts of the bracket-free steel anchor beam; (2) carrying out temporary solidification and integral hoisting; (3) installing the bracket-free steel anchor beam in position, and releasing the solidification; (4) carrying out concrete pouring, and carrying out heating to enable the steel anchor beam to be longitudinally stretched; (5) carrying out permanent fixed connection; (6) carrying out natural cooling to enable the steel anchor beam to be contracted to achieve the pre-stress exerting effect; (7) carrying out quality testing. The method has the advantages that a force transmission path of a cable bent tower anchor structure is clear, stress of the integral structure is clear, and the aim of improving the stress of the bracket-free steel anchor beam structure is achieved; the pre-stress is exerted with a non-mechanical method, and the operability is high; heating is carried out at the low temperature, the selection range of electrical heating devices is wide, the devices are easy to operate, the heating temperature is easy to control, and meanwhile convenience is brought to midspan permanent solidification construction of the heated steel anchor beam; horizontal component force, borne by tower walls, of stay cables is small, and only some anti-cracking tower wall horizontal pre-stress steel bundles/reinforcing steel bars need to be arranged according to the structure.