245results about How to "Improve mechanical performance" patented technology

The invention belongs to the technical field of underground gas storage, and particularly relates to a long-term efficient hydrogen storage composite lining structure for an underground rock cavern and a preparation method of the long-term efficient hydrogen storage composite lining structure. The long-term efficient hydrogen storage composite lining structure for the underground rock cavern comprises surrounding rock and an internal composite structure of the surrounding rock. The surrounding rock reinforcing layer is formed by pressure pre-grouting in surrounding rock and can resist tensile stress transmitted to the surrounding rock by internal air pressure and enhance air tightness; the permeable layer is arranged on the inner side of the surrounding rock reinforcing layer and can discharge underground water to prevent hydrostatic pressure from causing extrusion deformation damage to the concrete bearing layer during construction and causing instability of the sealing steel lining; the reinforced concrete bearing layer is arranged on the inner side of the permeable layer and the outer side of the slip layer, and micro self-healing capsules capable of repairing cracks and enhancing sealing performance are evenly added in the injection molding process; the anti-drag sliding layer is arranged between the steel lining and the bearing layer and inhibits shear damage of the sealing steel lining to the bearing layer under high internal pressure; the steel lining sealing layer is arranged on the inner side of the sliding layer to bear part of gas load and seal gas.

The invention relates to the technical field of bridge construction, and provides a construction method of a cable-stayed-continuous cooperative system composite beam bridge, which does not need to arrange a large batch of prestressed corrugated pipes and steel beams to ensure the use performance of a bridge deck slab, fully utilizes the structural characteristics of the cable-stayed-continuous cooperative system composite beam bridge, and improves the construction efficiency of the cable-stayed-continuous cooperative system composite beam bridge. By changing the overlapping sequence of the continuous composite beam bridge deck slabs, it is guaranteed that the bridge deck slabs in the hogging moment area of the continuous composite beam do not generate tensile stress, the bridge deck slabs in the sagging moment area generate pressure stress reserve, and by increasing the tension stay cable force, the continuous composite beam moves upwards close to a side main beam of the cable-stayed bridge and moves downwards close to a side span side main beam; the bridge deck slab generates compressive stress, the steel main beam generates tensile stress, the compressive property of concrete materials and the tensile property of steel are fully played, the material utilization rate is increased, the compressive pre-stress of the bridge deck slab is completed through internal force distribution of the composite beam, the construction method is simple and operable, the structural stress is clear, and the reasonability and safety of the structural stress are guaranteed.

The invention relates to the technical field of bridge construction, in particular to a large-span steel box basket arch bridge arch foot stress performance analysis and optimal installation method, which comprises the following steps of: investigating a project background and a research status; establishing and analyzing a full-bridge finite element model; establishing a local model of the steel box concrete arch springing; carrying out local stress performance analysis on the arch springing; carrying out arch foot optimization design scheme planning; analysis and comparison of an optimization design scheme; formulating an optimized installation method; according to the method, the actual stress state of the bridge can be accurately simulated by establishing the finite element model of the full bridge and the local arch springing, an accurate mechanical analysis basis is provided for optimization design and construction, an optimization design scheme of the concrete filling length and partial filling is provided, the optimization effect is evaluated through stress analysis, and the technical and economic indexes of the bridge can be evaluated. The stress performance of the arch springing is effectively improved, and the overall safety of a bridge is improved.

The invention discloses a connecting joint for vertical steel bars of a prefabricated panel by adopting UHPFRC (Ultra High Performance Fiber Reinforced Concrete) lap joint, and belongs to the technical field of building structures. The connecting joint comprises a first prefabricated wall panel and a second prefabricated wall panel, wherein the first prefabricated wall panel comprises a connecting hole and a first connecting steel bar; the second prefabricated wallboard comprises second connecting steel bars, the first connecting steel bars and the second connecting steel bars are arranged in the connecting holes at intervals, and UHPFRC is poured into the connecting holes. The connecting holes are formed in the horizontal joints of the bottoms or the tops of the prefabricated wall panels, the connecting steel bars are arranged in the connecting holes, the connecting steel bars extending out of the prefabricated wall bodies adjacent to the horizontal joints are in single-row or double-row lap joint in the connecting holes by pouring the UHPFRC, and therefore formworks and sleeves / casing pipes are omitted, and the construction cost is reduced. The construction technology of vertical steel bar connection in the fabricated shear wall is obviously simplified, and the connection cost is reduced.

The invention provides a cross-core pull rod composite frame large-span glass curtain wall construction method, belongs to the technical field of glass curtain wall construction, and mainly comprises two links of manufacturing and mounting. In the manufacturing link, the right-angle flat-section rectangular pipe is manufactured by adopting a cold and hot extrusion process, and the required component is obtained through annealing, cold extrusion forming and local hot extrusion treatment. The installation link comprises the following steps: firstly, carrying out construction deepening design on a pull rod system, decomposing a cross-core pull rod into inter-section pull rods, and determining a pre-arching value of the cross beam through simulation analysis; then on-site construction is conducted, and the steps of installation and adjustment of stand columns, hoisting and positioning of large-span cross beams, assembly and connection of internode pull rods, installation and welding of midspan davits and the like are sequentially completed. And finally, a #-shaped tensioning tool is adopted for tensioning the pull rod system, and installation of the glass panel and the decoration system is completed, so that the construction quality and the structural safety of the large-span glass curtain wall system are ensured, and the technical problems that a traditional method excessively depends on artificial experience, and scientific theoretical guidance and accurate control means are lacked are solved.

The invention discloses an assembly type multi-layer lightweight concrete sandwich wallboard structure system, which relates to an assembly type multi-layer building and comprises lightweight concrete sandwich prefabricated wallboards, vertical corner prefabricated members and fully prefabricated hollow floor slabs, the lightweight concrete sandwich prefabricated wall panel and the vertical corner prefabricated part are connected in an anchoring mode through a vertical anchoring connecting section, a prefabricated bracket is arranged on one side of the lightweight concrete sandwich prefabricated wall panel, and the full-prefabricated hollow floor slab is arranged on the prefabricated bracket. The fully-prefabricated hollow floor slabs and the lightweight concrete sandwich prefabricated wallboards are anchored and connected through the horizontal cast-in-place sections of the fully-prefabricated hollow floor slabs, and every two adjacent layers of lightweight concrete sandwich prefabricated wallboards and vertical corner prefabricated parts are fixedly clamped through buckle type connecting parts. The invention further discloses a construction method of the fabricated multi-layer lightweight concrete sandwich wallboard structure system. Connection joints are simple and convenient, grouting connection is not needed, the prefabricated horizontal members do not need temporary supports, the on-site pouring amount is small, and the stress performance is good.

The utility model provides a stiff skeleton suitable for construction of a space linear complex concrete tower column, the stiff skeleton comprises a plane truss structure composed of stiff skeleton vertical rods, stiff skeleton inclined rods and stiff skeleton horizontal rods, and a space truss structure is formed by connecting stiff skeleton parallel connection components and stiff skeleton horizontal inclined struts. Joints are connected through splice plates, stiff skeleton vertical inclined struts are arranged between the stiff skeleton vertical rods and the stiff skeleton parallel connection components, and stiff skeleton horizontal inclined struts are arranged between the stiff skeleton horizontal rods and the stiff skeleton parallel connection components. Stiff skeleton vertical rods of the stiff skeleton of the middle section are connected through a filling plate, and node stiffening plates are arranged on the upper side and the lower side of the filling plate respectively. The stiff framework provided by the utility model replaces a traditional cast-in-place support construction method, the steel consumption of a temporary structure is reduced, the adaptability to surrounding geology and environmental conditions is improved, the steel bar construction difficulty is reduced, and the stress performance of the space linear complex tower column is effectively improved.

The invention discloses a construction method of a large-volume cast-in-place terrazzo ground structure of a leaf-shaped partition area, which comprises the following steps: carrying out three-dimensional modeling on a to-be-poured terrazzo ground, segmenting a construction unit and a construction area, and dividing and encircling leaf-shaped partition strips; manufacturing a corresponding template according to the shape of the partition strip intercepted in each construction area; partition strips are installed on the outer side of the formwork along an outer frame of the formwork; in this way, each floor, in particular a terrazzo floor, is constructed. According to the method, after BIM modeling, the large-size cast-in-place terrazzo ground is subjected to unitized labor division and then partitioned, so that the large-size ground can be subjected to sheet construction; in addition, the construction area is arranged, so that the leaf-shaped area can be separated, the formworks can be manufactured in batches, and splicing arrangement and rapid construction of field partition strips are facilitated; by arranging the parting seams on the millstone ground, the extension reserve of ground deformation in the later period can be guaranteed; in addition, through the arrangement of the cutting strips, it is guaranteed that different types of grounds are connected.

The invention discloses a road ecological environment-friendly slope system which comprises a roadbed, the roadbed is filled with coarse particle layers, and a reinforcing layer is arranged between every two adjacent coarse particle layers. A base layer is arranged on the bottom side of the bottommost coarse particle layer; the coarse particle layer is provided with horizontal anchor rods and vertical channel steel; a soil leveling layer is laid on the slope surface of the roadbed, an inverted filter soil layer is laid on the soil leveling layer, a gabion net is laid on the inverted filter soil layer, planting blocks are built on the gabion net, planting grooves are formed in the planting blocks, pouring holes are further reserved in the planting blocks, reinforcing rods are installed in the pouring holes, and the reinforcing rods are obliquely inserted into the coarse particle layer; the reinforcing rods are obliquely inserted into the side slope roadbed to play an anchoring role, the planting blocks are tightly connected with the side slope roadbed, the stability of the planting blocks is improved, and the planting blocks are prevented from shifting or toppling due to external force. The upper load is dispersed to the deep part of the side slope by the reinforcing rods, so that the stress concentration of the planting blocks and the surrounding area is reduced, the bearing capacity of the whole side slope is improved, and the slope protection capacity is enhanced.

The present invention provides a waterproof pull-out resistant pile and a construction method, which relate to the technical field of pile foundation construction, and comprise a steel frame, wherein a plurality of bent steel bars with ends away from the axis of the steel frame are arranged at the top of the steel frame, a waterproof layer is arranged outside the steel frame below the bent steel bars, a water stop plate sleeved outside the steel frame is arranged between the waterproof layer and the bent steel bars, and a concave surface facing the waterproof layer is arranged on the water stop plate to guide seepage away from the bent steel bars and the steel frame; a foundation bottom plate wrapped with the water stop plate and the bent steel bars is arranged above the waterproof layer; in view of the problem that the waterproofness and corrosion resistance of the pull-out resistant piles cannot meet the demand at present, a water stop plate and a waterproof layer are arranged on the steel frame, and the concave surface structure of the water stop plate is utilized to guide seepage from under the waterproof layer, thereby blocking the seepage from surging to the position of the bent steel bars, and guiding the seepage to flow to the position away from the steel frame, thereby reducing the water content at the contact position of the steel frame, improving the waterproofness and thus improving the corrosion resistance.

The invention relates to a combined shear wall component adopting a V-shaped steel opposite-pull structure. The combined shear wall comprises shear wall concrete, steel-encased webs on the two sides and steel-encased flanges at the two ends. The shear wall concrete is arranged between the steel-encased webs. V-shaped steel, stiffening ribs and studs are welded in the steel-encased webs on the two sides at intervals; the opposite-pulling effect is generated through contact of flange faces of the V-shaped steel on the steel-encased webs on the two sides, and separation of the steel-encased webs is limited; the stiffening ribs are perpendicular to the V-shaped steel and are broken at the V-shaped steel, and the studs are arranged in grids formed by staggering the V-shaped steel and the stiffening ribs; the steel-encased flanges at the two ends are welded with stiffening ribs and studs and are welded with the steel-encased webs at the two sides to form a square steel shell. The concrete has better strength and rigidity and is excellent in construction performance.

The utility model discloses a land assembly type wind power tower drum foundation which comprises a reinforced concrete bottom plate and a common concrete shell. A plurality of first pre-embedded pre-stressed anchor rods are pre-embedded in the top of the reinforced concrete bottom plate in the circumferential direction, and a plurality of second pre-embedded pre-stressed anchor rods arranged in the circumferential direction are pre-embedded in the inner sides of the first pre-embedded pre-stressed anchor rods. The foundation is unique in design, reduces the use amount of the profile steel, reduces the binding work of the steel bars, has the advantages of short construction period, less on-site input labor, high construction speed and the like, and meanwhile, the profile steel part of the inner layer of the foundation can be prefabricated in a factory in a segmented manner, so that the foundation has the advantage of convenience in transportation and assembly construction processes. The use amount of reinforced concrete materials is effectively reduced, factory prefabrication of most components is achieved, a standardized assembly process is adopted for assembly on site, and the construction efficiency is improved. And integral concrete pouring is combined, so that the integral stress performance of the foundation structure is further improved.

The utility model relates to the technical field of hole pile foundations, and discloses a short pile rock anchor rod composite foundation which comprises a foundation pit used for pouring a short pile and an anchor hole used for arranging an anchor rod in a penetrating mode, a boss is arranged on the inner wall of the foundation pit and used for supporting a positioning plate, and the positioning plate is provided with a limiting hole for a drill rod to penetrate through. The drill rod is used for downwards forming the anchor hole from the foundation pit, and the anchor rod is arranged in the foundation pit and the anchor hole in a penetrating mode. According to the short pile rock anchor rod composite foundation, the squaring amount can be reduced, and the construction difficulty of a hole pile foundation is lowered.

The invention discloses a rotary connecting structure for erecting a main joint of a scaffold, and belongs to the technical field of design and manufacturing of architectural engineering construction process equipment. The rotary connecting structure is good in stress effect and capable of eliminating lateral stress of the stand column. The rotary connecting structure comprises a scaffold steel pipe, and further comprises a stand column joint connecting assembly and a horizontal joint composite connecting assembly, and the stand column joint connecting assembly is detachably hinged to the geometric center of the horizontal joint composite connecting assembly in the vertical direction; the stand columns of the scaffold steel pipes are detachably and quickly connected into a whole through the stand column joint connecting assemblies, and the transverse horizontal rods of the scaffold steel pipes are detachably and quickly connected into a whole in the same horizontal plane in the transverse direction through the horizontal joint composite connecting assemblies. Longitudinal horizontal rods of the scaffold steel pipes are detachably and quickly connected into a whole in the same horizontal plane in the longitudinal direction through the horizontal joint composite connecting assemblies. The transverse horizontal rod and the longitudinal horizontal rod are located in the same horizontal plane.

The utility model discloses a power transmission line metal assembly type foundation in plug-in connection, and relates to the technical field of high-voltage power transmission line foundations. The support comprises insertion type angle steel, four support main materials and a foundation slab, the two support main materials form two support main material sets, each support main material set is of a herringbone structure, the upper ends of the support main materials are connected with the lower ends of the insertion type angle steel through bolts, and the lower ends of the support main materials are connected with the foundation slab; the foundation slab comprises two foundation slab main beams and a plurality of foundation slab secondary beam groups; the section type of the foundation slab girder is channel steel. According to a metal assembly type foundation of an existing power transmission line, tower legs and the foundation are mainly connected through tower base plates, and the connecting mode has the problems that the node structure is complex, the node economy is poor, and the precision requirement is high during machining, construction and assembly. The tower legs and the foundation slab are connected through the insertion type angle steel, the node structure is simple, the node economy is good, and the precision requirement is not high during machining, construction and assembly.

The invention relates to the technical field of prefabricated beam manufacturing, and particularly discloses a bending device and method for reducing the prestress loss of a broken line pre-tensioning method prefabricated beam, the bending device comprises a pedestal assembly, a clamping assembly is placed on the upper surface of the pedestal assembly, a bending assembly is fixedly installed on the upper surface of the clamping assembly, and a pre-tightening force rib is arranged in an inner cavity of the bending assembly; whether the table top is horizontal or not can be detected through the table base assembly, the levelness of the table top can be adjusted when the table top is inclined, so that the bending device keeps horizontal when bending the prestressed tendons, the bending device can be kept at a fixed position through the clamping assembly, the prestressed tendons are prevented from deviating from a preset track in the bending process, and the bending quality of the prestressed tendons is improved. According to the prestressed tendon bending device, the height of the bent prestressed tendons can be adjusted through the bending assembly, the prestressed tendons of various specifications can be bent, in addition, the bending assembly can be conveniently disassembled, meanwhile, an alarm can be given out when disassembly is not planned, and the maintenance efficiency of workers is improved.

The utility model provides an assembly type building laminated slab inter-strip unsupported connecting node which comprises two laminated slabs provided with a plurality of reserved bolt holes and a plurality of bolts matched with the reserved bolt holes in a threaded mode, the two laminated slabs are arranged in parallel in a spaced mode in the width direction of the laminated slabs, the two laminated slabs are connected through a formwork, and the formwork is connected with the two laminated slabs in a threaded mode. The formwork is located below the two laminated slabs and tightly attached to the lower surfaces of the two laminated slabs, the formwork extends in the length direction of the laminated slabs, a plurality of battens used for supporting the formwork are arranged below the formwork, the battens are arranged in the length direction of the laminated slabs at intervals, and the battens are arranged in the length direction of the laminated slabs. Supporting gaskets used for supporting the battens are arranged below the battens, the supporting gaskets are fixedly connected with reserved bolt holes in the laminated slab in a threaded mode through bolts, the reserved bolt holes are formed in the length direction of the laminated slab at intervals, the bolts correspond to the reserved bolt holes in a one-to-one mode, open holes allowing the bolts to penetrate through are formed in the formwork, and the formwork is provided with a plurality of through holes. Slab strip concrete is poured between the two laminated slabs.

The invention discloses a lattice type wind power tower, which relates to the field of wind power generation engineering and comprises tower columns, diagonal web members and transverse web members. The tower columns are distributed at the corners and connected through the transverse web members and the diagonal web members. The arrangement form of a vertical face formed by the tower columns, the transverse web members and the diagonal web members is a'big-end-down 'oblique straight line type or variable slope type; the arrangement form of a plane formed by the tower columns and the transverse web members is triangular, square or polygonal, transverse partitions are arranged in the square or polygonal plane formed by the tower columns and the transverse web members, and the arrangement form of the transverse partitions is a brace type. The tower structure is hollowed out, the wind load is small, the hollowed-out part does not affect crop planting and the like, the coordination of the structure and the surrounding environment is better, and the space utilization rate is higher.

The invention relates to the technical field of bridge construction, in particular to a self-adaptive intelligent catwalk steel wire rope. Comprising a central strand and a plurality of ordinary strands, and the central strand comprises a core strand located at the axis and a plurality of transmission strands surrounding the outer side of the core strand in the circumferential direction; an optical fiber sensor which is arranged in a full-length manner and is used for monitoring the steel wire rope penetrates through the core strand; the transmission strand is in transmission connection with the core strand and drives the core strand to rotate around the axis under the action of external torsion; the ordinary strands surround the outer side of the center strand in the circumferential direction to form a steel wire rope structure, and the center strand can be connected among the ordinary strands in the mode of rotating around the axis of the center strand. The catwalk steel wire rope is simple in structure and very easy to install, manufacture and assemble, the steel wire rope can be monitored in real time, early warning can be given out in time, a user is reminded, safety accidents are avoided, meanwhile, the catwalk steel wire rope can adapt to torsional deformation of the steel wire rope, the internal optical fiber sensor is not prone to damage, and the service life is long.

The invention discloses a foundation pit support structure under a weathered rock geological layer limited space and a construction method of the foundation pit support structure. The construction method comprises the steps that Larsen steel sheet piles are provided; a foundation pit support hole is formed through hole guiding construction; backfill material filling construction is conducted, specifically, the backfill material below the excavation bottom line of the foundation pit is cement mortar doped with fibers, and the backfill material above the excavation bottom line of the foundation pit is undisturbed soil taken out through hole guiding construction; the Larsen steel sheet piles are inserted, the two sides of the Larsen steel sheet piles are embedded and fixed through the backfill materials below the excavation bottom line of the foundation pit, and the two sides of the Larsen steel sheet piles are extruded and fixed through the backfill materials above the excavation bottom line of the foundation pit; the horizontal waterproof curtain is formed by pressurizing and grouting through the grouting pipes on the Larsen steel sheet piles, and the foundation pit support structure of the plate wall waterproof composite structure is formed through the foundation pit support holes, the backfill materials, the Larsen steel sheet piles and the waterproof curtain. The foundation pit support structure can be constructed under the condition that the operation space is limited, and the method has the advantages of being good in water stopping effect and high in safety.

The invention discloses a splicing method of an existing double-width concrete box girder bridge, which comprises the following steps of: firstly chiseling away concrete at the outer end of a bridge deck cantilever of a double-width bridge, and retaining a steel bar at the outer end of the bridge deck cantilever; a spliced steel support is manufactured, wherein the spliced steel support comprises a supporting plate, a top face plate and a bottom face plate; a plurality of rows of embedded steel bars are mounted in the middle of the top panel; a plurality of rows of chemical anchor bolt mounting holes are formed in each of the two sides of the top panel; a chemical anchor bolt is implanted into each of a bridge deck cantilever and a web of the double-amplitude bridge; hoisting the spliced steel support, inserting the chemical anchor bolts on the double-width concrete box girder bridge into the chemical anchor bolt mounting holes in the spliced steel support in a one-to-one correspondence manner, and mounting a fastening nut on each chemical anchor bolt, so that a top panel of the spliced steel support is attached to the outer side surface of a web plate on the bottom surface of a bridge panel cantilever of the double-width bridge; mounting a pouring template and binding a reinforcing mesh; and concrete is poured into the pouring formwork, and the splicing belt is formed. The construction method is convenient to construct and high in construction efficiency.

The invention relates to a concrete bridge deck slab reinforcing structure and a construction method thereof.The concrete bridge deck slab reinforcing structure comprises an original concrete bridge deck slab and a pavement layer arranged on the top of the original concrete bridge deck slab, the pavement layer is made of light ultra-high performance concrete, and steel bar layers are arranged in the original concrete bridge deck slab and the pavement layer; the hooking steel bars are used for connecting the original concrete bridge deck and a steel bar layer in a pavement layer, prestressed grooves are formed in the bridge direction at equal intervals, the prestressed grooves are formed in the transverse bridge direction, and a set of prestressed tendons are placed in the prestressed grooves. The invention provides a concrete bridge deck slab reinforcing structure and a construction method thereof, light ultra-high performance concrete is used as a cover surface, and hooking steel bars are arranged between an original concrete bridge deck slab and a new pavement layer. Meanwhile, prestress is applied between the pavement layer and the original bridge top plate, so that the flexural rigidity of the concrete slab structure is enhanced, the whole bridge structure is stressed together, and the durability of the structure and the driving safety are improved.

A mixed high-strength spiral stirrup reinforced UHPC centrifugal tube-NC combined pier column structure is composed of a UHPC centrifugal tube (3) and an NC combined pier column (4). The UHPC centrifugal tube is formed by centrifugally pouring a first layer of steel reinforcement framework and ultra-high performance concrete; the NC combined pier column is formed by pouring common concrete by combining a second-layer steel reinforcement framework with a UHPC centrifugal tube outer mold; the second layer of steel reinforcement framework is arranged in the UHPC centrifugal tube, and the UHPC centrifugal tube and the NC combined pier column form a mixed high-strength spiral stirrup reinforced UHPC centrifugal tube-NC combined pier column structure. According to the bridge pier column, the centrifugal forming technology is combined, the mixed high-strength spiral stirrups are configured, on the basis that UHPC and NC interface deformation coordination is achieved, lateral constraint provided by the UHPC prefabricated pipe for the internal NC is enhanced through the high-strength spiral steel bars, the ultrahigh fracture toughness of UHPC materials is enhanced, and the anti-seismic performance of the bridge pier column is improved.

A road and bridge construction approach slab structure comprises a water tank, a fixed bottom plate, a position control sleeve shell, a gear disc, a fixed supporting leg, a movable supporting sleeve and an approach slab, the two sides of the approach slab are connected with protective plates, the approach slab is connected with the upper end of a fixed vertical rod, the middle of the fixed vertical rod is connected with a reinforcing frame, the lower end of the fixed vertical rod is connected with the fixed bottom plate, the fixed bottom plate is connected with the water tank, and the two sides of the water tank are provided with visual ports. The upper portion of the water tank is provided with a filling pipe, the filling pipe is connected with an upper cover cap through threads, the lower portion of the water tank is provided with a discharging pipe, the discharging pipe is connected with a side cover cap through threads, the upper portion of the fixing bottom plate is provided with a fastening supporting sleeve, the fastening supporting sleeve is connected with a position control sleeve shell, and the lower portion of the position control sleeve shell is provided with a butt joint inserting sleeve which is provided with a butt joint inserting groove. And the butt joint plug bushes are matched with the butt joint slots and are connected with the butt joint slots.

The utility model is applicable to the technical field of positioning, and provides a screw joint positioning piece applied to a radiator, which comprises a buckle nut, and the buckle nut comprises a plurality of clamping jaws arranged below the buckle nut; the buckle nut is mounted at the positioning hole of the bending plate; the positioning hole is provided with a plurality of limiting grooves; the bending plate is bent at a preset angle, so that the positioning hole reserved in the bending plate of the screw joint positioning piece enables positioning to be more accurate, positioning accuracy is improved, the installation process of a nut on the screw joint positioning piece of a radiator is simplified, working efficiency is improved, when the nut is damaged, only the damaged nut needs to be replaced quickly and simply, and the nut can be replaced conveniently. The whole screw joint positioning piece does not need to be replaced, and waste of materials is reduced.

The utility model relates to a steel structure fixing structure on a concrete waterproof coiled material, which is characterized in that a steel plate is arranged above a waterproof coiled material layer, an anchor bolt penetrates through a vertical first anchoring hole corresponding to the waterproof coiled material layer and a concrete structural plate, and a waterproof coating layer is arranged between the anchor bolt and the first anchoring hole of the waterproof coiled material layer; the anchor bolt, the waterproof roll layer and the waterproof coating layer jointly form a waterproof closed loop layer, so that water leakage is basically avoided; the bottom face of the steel stand column is welded to the upper portion of the steel plate, the steel plate is fixed to the concrete structural plate of the top plate through the anchor bolts and the nuts, then the basement top plate can be used for supporting the stand column, the stress area is large, and the stress effect is better; the protective layer is arranged to cover the waterproof roll layer, the steel plate, the upper ends of the anchor bolts and the nuts, so that the ground is not interfered; due to the fact that the steel plate anchor bolts and the nuts are constructed along with the basement top plate, independent foundations do not need to be additionally arranged, construction procedures are fewer, and the period is shorter.

The present invention belongs to the technical field of gastric tube fixation, and specifically relates to a gastric tube fixator for nasal cavity. The present invention includes an elastic plate, which extends circumferentially around the gastric tube and forms a C-shaped plate, and the middle section of the inner wall of the elastic plate and the outer wall of the gastric tube are connected to each other through a radial connecting column; the fixator also includes a threaded sleeve coaxially fixed at the outer wall of the gastric tube, the tail end of the traction rope is fixed on the elastic plate and there is a spacing between the fixed point and the radial connecting column, and the coaxial thread on the threaded sleeve is matched with a pressure ring, and the pressure ring and the outer wall of the gastric tube form a passage cavity for the traction rope to extend into, and the head end of the traction rope extends into the passage cavity along the axial direction of the gastric tube and forms a fixed fit with the threaded sleeve; in the radial direction of the pressure ring, the thickness of the passage cavity is less than the radial spacing between the tail end of the traction rope and the outer wall of the gastric tube. The present invention has the advantages of flexible and convenient operation, can realize the reliable fixing function relative to the patient's nose, and is conducive to clinical use.

The present application relates to the technical field of power transmission tower, and discloses a connecting joint of a steel pipe angle steel in a steel pipe tower of a power transmission line, two groups of the symmetrical clamping ends of the symmetrical clamping seats are provided with tight clamping plates, and the two sides of the two groups of symmetrical clamping seats are symmetrically provided with two groups of positioning bases, the inner sides of the two groups of positioning bases are symmetrically provided with two groups of direction adjusting guide rods, the end faces of the two groups of direction adjusting guide rods are symmetrically provided with direction adjusting holes, and the outer sides of the two groups of direction adjusting guide rods are provided with connecting seat assemblies. The present application replaces the welding connection form of the traditional cylindrical steel pipe main material and the angle steel auxiliary material, through the clamping of the two groups of symmetrical clamping seats, under the matching combination of the direction adjusting guide rods and the connecting seat assemblies, on the one hand, the present application has good uniform stress performance, so that the pressure of the high-voltage line is transmitted to the connecting joint through the angle steel auxiliary material, and then is uniformly transmitted to the cylindrical steel pipe main material through the connecting joint, thereby improving the stress stability of the steel pipe tower.

The utility model provides a prefabricated wallboard with a mesh framework web plate, which comprises four frame plates, the four frame plates are connected to form a wallboard outer frame, a web plate is embedded in the wallboard outer frame, the web plate is a concrete plate with a mesh framework, the thickness of the concrete plate is smaller than that of the wallboard outer frame, and the mesh framework web plate is arranged in the wallboard outer frame. The mesh framework is a mesh framework or a composite mesh, and the four edges of the mesh framework are fixedly connected with the inner side plate faces of the four frame plates respectively. In addition, the utility model further provides an assembly type wall body formed by assembling the prefabricated wall panel. In the utility model, the wallboard adopts a combined structure of the wallboard outer frame and the mesh framework web, so that the wallboard has good structural strength, rigidity and stress performance, and the wallboard is convenient to produce, high in production efficiency and convenient for large-scale prefabrication production; and meanwhile, compared with steel bars, the mesh framework can effectively save steel consumption, so that the production cost of prefabrication of the wallboard is reduced.

The invention relates to the field of fabricated prestressed structure industrial factory building construction, in particular to a large-span double-T plate hoisting construction method for a fabricated prestressed structure industrial factory building roof. Comprising the following steps of column top elevation measurement and correction, double-T plate hoisting, temporary welding and fixing of double-T plate webs and embedded parts, welding and fixing of abutted seam connecting pieces between the double-T plates, seam pouring between the double-T plates, permanent fixing of one ends of the double-T plates, C30 concrete cast-in-place belts, construction through a roof building method, and welding and permanent fixing of angle steel on the hinged sides of the double-T plates. And the safety coefficient for mounting the large-span double-T plate (roof plate) is high, and the hoisting site is neat. The prestressed concrete double-T plate has the characteristics of block manufacturing and overall stress, the final stress of the plate is a multi-span continuous plate, the defect of poor overall performance of a common component is overcome, and the prestressed concrete double-T plate has excellent stress performance.