36results about How to "Guaranteed stress requirements" patented technology

The invention discloses a composite rotary cross arm. The composite rotary cross arm comprises a supporting insulator and a composite insulator, wherein the supporting insulator and the composite insulator are hinged to the same side of a tower body; the supporting insulator is vertical to the tower body; the tail end of the composite insulator points to the tail end of the supporting insulator in an inclined manner, and the tail end of the composite insulator is connected with the tail end of the supporting insulator through a wire hanging clipper connected with a ground wire; the supporting insulator is arranged below the composite insulator, and an included angle between the supporting insulator and the composite insulator is 30-45 degrees; components for hinging the supporting insulator and the composite insulator with the tower body comprise two steel angles arranged up and down, two sides, oppositely arranged, of the two steel angles are respectively provided with a hinging shaft, the other sides of the two steel angles are respectively and fixedly connected with the tower body, each hinging shaft is provided with a hinge, the other end of each hinge is provided with a hanging plate, and the hanging plates are vertical to the hinges and are used for respectively connecting the supporting insulator and the composite insulator. The composite rotary cross arm disclosed by the invention has the advantages of simple structure, convenience in implementation, reasonable design, light weight and effective protection on the main body of a tower.

The invention provides a composite steel fiber-concrete steel bridge deck based on cohesive cotter groups. The preparation method comprises the following steps that 1, cleaning and shot blasting are conducted on the cover plate of the steel bridge deck by means of a high-pressure air gun; 2, cotter connecting components are arranged on the cover plate of the steel bridge deck in a bonding mode; 3, a fiber-concrete pavement layer is casted on the cover plate of the steel bridge deck with the cohesive cotter groups and the cotter connecting components in situ. By means of the composite steel fiber-concrete steel bridge deck based on the cohesive cotter groups, the structure stiffness can be improved, the stress amplitude of a fatigue detail place is reduced, and long service life design of an orthotropic steel bridge deck is achieved.

The invention belongs to the technical field of track traffic and discloses a suspended single-track large-span track beam system. The suspended single-track large-span track beam system comprises a main beam and steel box track beams, wherein a longitudinal direction of the main beam extends along a front-rear direction; the main beam comprises a top beam and two side boxes; the two side boxes are parallel to each other and respectively arranged at the left and right ends at the bottom of the top beam; the left and right side boxes respectively penetrate through bridge towers on correspondingsides and are nested on the bridge towers on the corresponding sides, so that fixed connection between the bridge towers and the main beam is realized; in addition, each of the side boxes is respectively connected with the bridge tower on the corresponding side by virtue of a stay cable; two steel box track beams are arranged; a longitudinal direction of each of the steel box track beams extendsalong the front-rear direction; each of the steel box track beams is suspended on the top beam; and the two steel box track beams are positioned between the two side boxes. The suspended single-tracklarge-span track beam system disclosed by the invention has the characteristics of being simple in structure and clear in stress, and the requirements on structural safety and service function in thesuspended single-track large-span track beam are met.

The invention discloses a control method and structure for shield tunnel underlying soft soil layer plastic deformation. The control method and structure for the shield tunnel underlying soft soil layer plastic deformation are suitable for a shield tunnel of underneath pass buildings/structures. The control method includes the following steps that a soft soil layer within a certain depth range is reinforced on the spaces at the two ends of the underneath pass buildings/structures so as to form soil bearing platform support structures, and the shield tunnel penetrates through the soil bearing platform support structures at the two ends; and support for bearing loads is achieved by utilizing the shield tunnel structure and an underground bridge span type anti-sedimentation structure formed by the soil bearing platform support structures at the two ends, so that plastic deformation of a tunnel underlying soft soil layer is controlled. The invention further discloses a corresponding control structure for the shield tunnel underlying soft soil layer plastic deformation. According to the control method and structure for shield tunnel underlying soft soil layer plastic deformation, through optimized reinforcement way design, the plastic deformation of the underlying soft soil layer is controlled, and the control method and structure cannot damage the tunnel structure and are especially suitable for the shield tunnel of the underneath pass buildings/structures.

The invention discloses a fabricated building lotus-root-type beam pre-buried heat-preservation plate post-tensioned anchorage joint structure. The fabricated building lotus-root-type beam pre-buriedheat-preservation plate post-tensioned anchorage joint structure comprises a precast column, precast column vertical outward-extending steel bars, a composite lotus-root-type beam column head, lotus-root-type beam outward-extending composite beams, a composite lotus-root-type beam reserved groove, composite lotus-root-type beam edge side outward-extending steel bars, an XPS heat-preservation plate, unbonded prestressed tendons, outward-extending steel bars at composite grooves, composite lotus-root-type beam upper part exposed steel bars and a flat hidden beam steel bar net. The invention further discloses a construction method of the fabricated building lotus-root-type beam pre-buried heat-preservation plate post-tensioned anchorage joint structure, and the construction method comprises the ten construction steps. According to the fabricated building lotus-root-type beam pre-buried heat-preservation plate post-tensioned anchorage joint structure, the force bearing characteristics of abeam-column joint is effectively improved, through an overall post-cast concrete face layer, the overall force bearing requirement of the beam-column joint is well ensured, and the hogging moment resisting effect of the joint is good; and the hoisting cost is low, the hoisting speed and precision are high, building construction is greatly assisted, and the positive effect on promoting industry modernization of prefabricated building hoisting is realized.

The invention discloses a cable tunnel construction method, and relates to the field of urban tunnel construction. The construction method comprises the construction steps of bottom plate construction, side wall plate construction, roof construction and waterproofing construction of side walls and a roof. Before bottom plate construction, a plurality of steel bars are uniformly distributed and embedded in an excavated cushion foundation pit in the transverse direction and the longitudinal direction, and after concrete pouring of the cushion layer is finished, the axis line, the sideline line and the control line are laid off on the cushion layer; side wall plate construction needs to be started after the bottom plate concrete has certain strength, a formwork support is erected, then binding construction of rear side wall plate steel bars is conducted, and casings and embedded parts are installed in time; the roof structure needs to be supported by a spigot-and-socket plate buckle fullsupport frame before roof construction; waterproofing construction of the side walls and the roof comprises laying an upper waterproofing coiled material and a lower waterproofing coiled material, andthen laying a layer of grid cloth on the upper waterproofing coiled material. The construction method is relatively low in cost and reliable and safe in construction, and can ensure quality of a mainbody structure.

The invention relates to a construction method for removing an inner support in a vertical section mode. The construction method comprises the steps of designing a dismantling starting point of an upper-layer inner support structure, constructing a lower-layer main body structure in the range of a first new construction section, erecting a dismantling frame body when the concrete strength reaches 80%, dismantling the upper-layer inner support structure in the range of the first new construction section upwards, constructing a lower-layer main body structure in the range of a second new construction section, erecting and dismantling a frame body when the concrete strength reaches 80%, and dismantling the upper-layer inner support structure in the range of the second new construction section till all the lower-layer structural plates and the lower-layer support changing structures in the foundation pit are constructed, so that all the upper-layer inner support structures are dismantled. According to the construction method, typical concrete angle brace supports are dismantled, the stress characteristics are quite clear, stress of all the supports is relatively independent, and therefore when the supports are dismantled, as long as the stress stability and safety during dismantling can be met, sectional dismantling construction can be achieved, and the absolute construction period for dismantling the supports can be shortened.

The invention relates to a large shield subway station structure. The large shield subway station structure comprises a plurality of sections of tube segments; concrete layers are arranged on the inner sides of the tube segments; waterproof layers are arranged between the concrete layers and the tube segments; subway station space is formed within the concrete layers; top plates, middle plates and bottom plates are connection into the concrete layers; the subway station space is divided into a pipeline layer, a station hall layer, a platform layer and a functional layer; thickening parts areintegrally manufactured at the end parts, close to the concrete layers, of the middle plate and the bottom plate; the platform layer comprises a prefabricated platform positioned in the middle and subway tracks on two sides of the prefabricated platform; at least one row of hooks are buried at the bottom and above the subway tracks; the hooks are connected with an air duct; the inner sides of thesubway tracks are provided with evacuation channels; a plurality of partition walls are arranged in the functional layer; and each partition wall is divided into an equipment room, a pipeline room anda drainage room; The invention also relates to a construction method of the large shield subway station structure. The construction method comprises six steps. The large shield subway station structure can greatly improve the space utilization rate of the subway station, and effectively solves the problem of constructing the subway station by tunneling under complex environmental conditions.

The invention discloses a method for manufacturing a transition leading tape for rolling a dissimilar metal connecting structure and a titanium coil, relates to the field of metallurgy, and firstly solves the problem that after existing dissimilar metal which is difficult to weld is connected, the thicknesses of connecting parts are unequal, and related equipment is possibly damaged. According to the technical scheme, the dissimilar metal connecting structure comprises at least two layers of connecting pieces arranged in a stacked mode, each layer of connecting piece comprises a first connecting plate and a second connecting plate which are mutually embedded, the at least two layers of connecting pieces are stacked to form a connecting body, the first connecting plates of every two adjacent layers of connecting pieces are connected in a welded mode, and the second connecting plates of every two adjacent layers of connecting pieces are connected in a welded mode. The first connecting plates and the second connecting plates are mechanically connected through mutual embedding of notches and protruding bodies, and the stress requirement between the two connecting plates is guaranteed. The first connecting plates are titanium plates, the second connecting plates are stainless steel plates, and the connecting body formed by stacking the connecting pieces is the transition leading tape for titanium coil rolling and can be used for titanium coil rolling production.

The invention relates to a highway-railway combined construction underground station structure. The highway-railway combined construction underground station structure comprises a plurality of shieldsegments, wherein concrete linings are arranged in the shield segments; underground station spaces are formed in the concrete linings; top plates, underground second-layer plates, underground third-layer plates and underground fourth-layer plates are arranged in the concrete linings; the underground station spaces are divided into highway pipeline layers, municipal highway layers, subway station hall layers, subway station platform layers and comprehensive bottom layers, and brackets are arranged on the bottom sides of the top plates, the underground second-layer plates and the underground third-layer plates of the concrete linings; the municipal highway layers comprise highways and evacuation passages, first partition walls are arranged between the evacuation passages and the highways, and a plurality of escape doors are formed in the first partition walls; the subway station platform layers comprise prefabricated platforms and subway tracks, platform cast-in-place layers are arrangedon the prefabricated platforms, and prefabricated air ducts are formed in the bottoms of the underground third-layer plates; and prefabricated box-shaped frames are arranged in the comprehensive bottom layers. The invention further relates to a construction method of the highway-railway combined construction underground station structure. The construction method comprises seven steps. According to the highway-railway combined construction underground station structure and the construction method thereof, the problem of underground excavation construction of underground stations under complexenvironmental conditions can be solved.

The invention provides a steel box beam and concrete column hinged joint and a construction method thereof. The steel box beam and concrete column hinged joint comprises a concrete column and a steelbox beam. The end of the steel box beam is located on the column side bracket of the concrete column, and a rubber support is arranged between the steel box steam and the column side bracket. The steel box beam and the column side bracket are fixed through multiple foundation bolts. An inner supporting assembly is arranged in the steel box beam and located in the foundation bolt installation area.According to the steel box beam and concrete column hinged joint, the rubber support and the inner supporting assembly are adopted to jointly connect the steel box beam and the concrete column, so that shear force transmitted by the steel box beam can be transmitted, rotation deformation of the steel box beam in the bent direction is reasonably released, and reliability and implementation performance of joint connection are improved; and meanwhile, a bolted fixation manner is adopted, on-site fixation of the steel box beam and the concrete column is adjusted into the steel box beam, on-site welding operation is canceled, the space in the steel box beam is fully utilized, the space problem of on-site installation is solved, and on-site construction quality and component stress requirementsare effectively guaranteed.

The invention discloses a hexagonal damping device for an arch bridge. The hexagonal damping device for the arch bridge includes an arch bridge body, a bridge abutment, concrete damping baffle blocksand damping assemblies, wherein the concrete damping baffle blocks are arranged on the bridge abutment and are used for obliquely supporting the arch bridge body, and the damping assemblies are fixedinside insertion holes in the concrete damping baffle blocks; each damping assembly includes an orthohexagonal outer sleeve hoop, an orthohexagonal middle sleeve hoop, a damping device and a support roller, wherein the damping device is arranged between the orthohexagonal outer sleeve hoop and the orthohexagonal middle sleeve hoop in a supporting mode, and the support roller is rotatably fixed tothe inner wall of the middle sleeve hoop; inner core rods are fixed to arch sprinings of the arch bridge body, wherein the inner core rods can be inserted into the insertion holes in the concrete damping baffle blocks, and the sections of the inner core rods are orthohexagonal; the inner core rods are slidably matched with the support rollers. By the adoption of the hexagonal damping device for the arch bridge, the damping performance of the arch bridge can be effectively improved, and meanwhile, the stability of the arch bridge is ensured; the hexagonal damping device for the arch bridge is simple in damping mechanism structure and convenient to mount, and the service life of the arch bridge is long.

The invention relates to a stern boarding platform structure for a ship. The stern boarding platform structure is arranged on the outer side of a ship stern transom plate, the bottom of the stern boarding platform structure is along the bottom line type of a main ship body, the top of the stern boarding platform structure is a platform, the width extends to a gunwale, and the middle of the tail end of the stern boarding platform structure is of an arc structure so as to be close to a buoy. The structure comprises a top plate structure, a bottom plate structure and an end wall structure, the end wall structure is arranged at the tail end, and the top and bottom of the end wall structure are connected with the top plate structure and the bottom plate structure respectively; the top plate structure comprises a top plate and a top plate reinforcing structure arranged on the lower surface of the top plate. The bottom plate structure comprises a bottom plate and a bottom plate reinforcing structure arranged on the upper surface of the bottom plate, and the bottom plate extends along the molded line of the bottom of the main ship body; the end wall structure comprises an end wall and an end wall reinforcing structure. The stern boarding platform structure serves as a buoy boarding channel during buoy operation, the regular maintenance of the buoy and the rapid buoy boarding function during emergency repair are achieved, and meanwhile the buoy can be prevented from directly colliding with the main ship body during operation; the middle of the tail end of the platform structure is of an arc structure, and the radius of the platform structure is consistent with that of the buoy so as to facilitate buoy approaching and achieve rapid buoy boarding.