16results about How to "Reduce lifting weight" patented technology

The invention discloses a rail platform crane loaded with a movable crane, which overcomes the defects of the rail platform crane in the prior art and has the advantages of wide working range, large hoisting weight, high loading and unloading efficiency, large loading capacity, safety and reliability. The concrete structure comprises a rail flat car, an end wall assembly and a movable crane device, wherein a rail grabbing device, a fixed freight bogie, a movable freight bogie, a lifting hook fixing device, a tool box and the like are arranged on the rail flat car; the end wall assembly comprises an end door assembly and an end stop assembly. The movable crane device comprises a guide rail assembly, a column inserting assembly, a movable platform, a crane, a power unit, a crane guardrail and a wireless remote controller assembly. The end wall assembly is connected with the rail flat car through a hinge and a hinge seat, and the movable crane device is connected with the rail flat car through a column inserting assembly.

The invention discloses highway three-dimensional reconstruction and extension bridge installation equipment and a construction method thereof.The equipment comprises a main beam structure, the front end of the main beam structure is supported on a pier column of a bridge through a front supporting leg, and the rear portion of the main beam structure is supported on a bridge deck precast beam of the bridge through a rear supporting leg and a middle supporting leg; the rotating turntable is arranged on the bridge deck precast beam and is used for rotating the steel cover beam, the main beam structure comprises two main beams which are arranged side by side, and two movable crown blocks are arranged on each main beam. The steel cover beams and the precast beams are transported and installed on the bridge deck of the bridge girder erection machine, occupied ground lanes are reduced, long-time traffic closing is avoided, and operation interference on existing traffic is reduced; the construction difficulty of high-altitude rotation of a large-span steel cover beam is large, a bridge deck rotation-double-main-beam lifting mode is adopted, potential safety hazards of suspended rotation of the large-tonnage steel cover beam are avoided, the requirement for a lifting appliance is reduced, meanwhile, the single-hook lifting weight of a bridge girder erection machine is reduced, and the construction safety risk is reduced.

The invention relates to the technical field of steel-concrete composite beams, in particular to a prefabricated reinforced concrete through-type shear nail groove bridge deck slab and a steel-concrete composite structure.The prefabricated reinforced concrete through-type shear nail groove bridge deck slab comprises a first deck slab, a first longitudinal connecting groove is formed in the first deck slab and penetrates through the first deck slab, and a second longitudinal connecting groove is formed in the second deck slab and penetrates through the first longitudinal connecting groove; first longitudinal connecting grooves are formed in the first face plate and divide the first face plate into a plurality of first face plate units, a plurality of penetrating reinforcing steel bars are embedded in the first face plate, the first face plate units are connected through the penetrating reinforcing steel bars, and the first longitudinal connecting grooves are used for being matched with shearing force connecting pieces arranged on a steel structure in a strip mode. And the first panel and the steel structure are connected into a whole. The stress at the joint of the bridge deck slab and the steel beam is uniformly distributed, and the assembly precision requirement is low.

The present invention discloses a pier column structure using segmented prefabricated shells and a construction method thereof, including a plurality of pier column segments, which are arranged along the height direction of the pier, two adjacent pier column segments are connected by vertical wet joints, and any pier column segment includes a plurality of prefabricated shells, which are arranged along the circumference of the pier and form a cylindrical structure that passes through from top to bottom, and the plurality of prefabricated shells are connected in pairs by circumferential wet joints; core-filled concrete is filled in the interior of the cavity formed by the plurality of prefabricated shells. The present invention combines the prefabrication process with the cast-in-place process to form a new type of construction method of partial prefabrication and partial cast-in-place. Under the condition of ensuring the connection stability of the pier column segments, the prefabricated shell of a single pier column segment is prefabricated in circumferential blocks, which effectively reduces the lifting weight of the prefabricated shell, and is convenient for prefabrication, transportation and hoisting; the vertical and circumferential wet joints of the upper pier column segment and the core-filled concrete of the lower pier column segment are cast at the same time, achieving synchronous equal strength, which can effectively improve the construction efficiency of the pier.

The invention discloses an opposite-pull assembly for a UHPC bent cap formwork, the UHPC bent cap formwork and a combined bent cap. The opposite-pull assembly comprises an opposite-pull rod and a pair of opposite-pull rod fixing pieces arranged on the tops of a pair of formwork webs correspondingly. The opposite-pull rod fixing piece comprises a pre-buried fixing plate fixedly arranged on the inner surface of a formwork web and a clamping plate fixedly arranged on the outer surface of the formwork web, and through holes allowing the opposite-pull rods to penetrate through are formed in the areas, exceeding the top of the formwork web, of the pre-buried fixing plate and the clamping plate. And the end parts of the opposite pull rods penetrate through the through holes in the pre-embedded fixing plate and the clamping plate, and are fixed through an inner fastener positioned on the inner surface of the pre-embedded fixing plate and an outer fastener positioned on the outer surface of the clamping plate. The opposite-pull rod is arranged above the top of the formwork web, the opposite-pull rod can be dismantled and reused, and the economic performance is good. And meanwhile, holes are not required to be formed in the formwork webs for mounting the opposite-pull rods, so that the structural integrity of the formwork webs is better, and the appearance is more attractive.

This invention discloses an integrated assembly system and method for modular layered parallel rubber bearings. The integrated assembly system includes a bearing and a constraint component for restricting deformation of the bearing. The upper and lower sides of the bearing are connected to an upper connecting structure and a lower connecting structure, respectively. The bearing includes multiple parallel layers and a connecting structure for connecting adjacent parallel layers. Each parallel layer includes multiple rubber module units, and the rubber module units between adjacent parallel layers are staggered. The constraint component is installed on the upper and lower connecting structures. The integrated assembly system of the modular layered parallel rubber bearings of this invention has a more reasonable ultimate failure mode, which can meet the dual vibration control requirements of high load-bearing capacity and low-frequency vibration isolation. At the same time, it can reduce steel consumption, simplify the integrated assembly process, and achieve bearing pre-tightening, large deformation limiting for seismic isolation, and tensile strength functions.

The invention provides a mesh construction method suitable for large-diameter pile foundation reinforcing steel bars, and relates to the field of foundation reinforcing steel bar construction.The structure of a foundation reinforcing steel bar section is divided into multiple sets of independent foundation reinforcing steel bar mechanisms and rib supporting mechanisms, and each foundation reinforcing steel bar mechanism comprises an inner-layer reinforcing steel bar mesh and an outer-layer reinforcing steel bar mesh which are oppositely arranged inside and outside; by means of the mesh construction, the hoisting weight can be reduced, the installation precision is high, on-site construction is more flexible, and the error correction capacity is enhanced; due to the fact that mesh construction is adopted in optimization design of the foundation steel bar structure, and optimization design is conducted on the connection relation between the mesh structures, the on-site hoisting weight is small, the overall construction difficulty is small, and the construction period is greatly shortened; the construction method adopts conventional equipment and materials, is flexibly applied to construction of large-diameter pile foundations, saves the manufacturing cost and is worthy of popularization.

The utility model relates to the field of steel rolling mechanical equipment, and discloses a roll changing device for a large-diameter turning roll of a continuous annealing furnace. The roll changing trolley is hoisted to the guide rail through a factory crane and driven to move on the guide rail, so that the roll changing trolley arm is located under the steering roll, and the trolley is locked on the guide rail. And the lifting mechanism is driven to jack up the roller changing trolley arm, the furnace roller bearing seat slides, the turning roller is supported by the furnace roller bearing seat located on the upper portion of the roller changing trolley arm from an external lifting belt overhanging support, and the external lifting belt is detached. And the steering roller is moved to the connecting module of the I-shaped lifting appliance, and the steering roller is connected with the connecting module. And the steering roller is lifted to a specified bottom surface by the I-shaped lifting appliance. The roll changing operation of the large-diameter turning roll of the continuous annealing furnace is completed based on the structure and the operation steps; compared with the prior art in which a trolley and a steering roller are hoisted together, the roller replacing device has the advantages that the structure is simplified, the hoisting weight of a travelling crane is reduced, and the utilization rate of the travelling crane is improved.

The invention discloses a construction method of a deepwater large-span straining beam, which comprises the following steps of: firstly constructing a straining beam section in a cofferdam in a bearing platform cofferdam, synchronously prefabricating a middle straining beam cavity prefabricated section, and after a pier body is out of water, cutting off a conflict part between a steel pipe pile of the bearing platform cofferdam and the straining beam in the range of the straining beam; the straining beam cavity prefabricated section is integrally hoisted to the top of the cut cofferdam steel pipe pile, water is pumped in the cofferdam, closure section cast-in-place hanging brackets between the two ends of the straining beam cavity prefabricated section and the poured straining beam section in the cofferdam are installed, concrete of the straining beam closure section and a cavity in the straining beam cavity prefabricated section is poured, and after the concrete reaches the design strength, the straining beam cavity prefabricated section is cut off. And dismantling the closure section cast-in-place hanging bracket and the bearing platform cofferdam to obtain the deepwater large-span straining beam. The construction method is easy to operate and short in construction period, equipment and a large amount of material investment are reduced, and construction cost and risks are greatly reduced.

The invention relates to the technical field of FPSO, in particular to an FPSO upper module of an integrated pipe gallery and an arrangement method of the FPSO upper module, a connecting part comprises an inner connecting part and an outer connecting part, the outer connecting part is fixedly connected with the pipe gallery in a layered mode, the inner connecting part is rotatably arranged in the outer connecting part, the inner connecting part is used for fixing a pipeline, and the outer connecting part is rotatably arranged in the outer connecting part; when the ship body drives the outer connecting part to shake along with sea waves, the inner connecting part is pulled by the pipeline and moves reversely relative to the outer connecting part, and the deformation quantity of the pipeline is reduced; the steel consumption and the hoisting weight are reduced by connecting the common stand columns, the supporting legs and the cross beams; through integration of the modules and the pipe gallery, the hoisting number can be reduced, and the FPSO construction and installation cost is reduced; the pipe gallery is arranged close to the midship side so as to reduce the influence of ship body shaking on the pipe gallery and pipelines, and meanwhile connection with pipelines and cables between other modules is facilitated; by optimizing layering and comprehensively considering the positions of boundary beams of the horizontal layer of the module and the arrangement requirements of pipelines and cables, the steel consumption and the weight of the pipe gallery can be further reduced.

The present invention discloses a vibration-damping and noise-reducing U-shaped beam for elevated urban rail transit. The U-shaped beam is composed of a bottom plate, a first web located on one side of the bottom plate, a second web located on the other side of the bottom, a first web upper flange located on the top of the first web, and a second web upper flange located on the top of the second web, forming a U-shaped cross-sectional structure. The first webs of the two U-shaped beams are arranged adjacent to each other, and are characterized in that the first web and the second web are both thickened structures, and the thickness gradually increases from top to bottom. The inner side and outer side of the first web are non-concentric circular curves, the inner side and outer side of the second web are non-concentric circular curves, the first web upper flange is F-shaped, and the second web upper flange is T-shaped. The bottom plate and web form of the present invention can significantly reduce the vibration and noise of the U-shaped beam, improve the durability of the bolts of auxiliary components such as sound barriers and contact networks installed on the U-beam, and reduce the workload of operation and maintenance.

The invention discloses a method for prefabricating a modular cabin of a cruise ship, which comprises the following steps of: marking and positioning a cabin prefabricating platform, connecting a bottom square tube serving as a cabin foundation and a first side connecting piece, mounting a wall plate unit and a reinforcing piece thereof, and mounting a cabin door and a temporary reinforcing support piece of the bottom square tube. Sequentially installing a second side edge connecting piece, a ceiling and a ceiling reinforcing piece, installing furniture, installing top equipment and a pipeline, reinforcing the pipeline and a cabin door and the like. By means of the construction procedures and the optimized design of the assembly reinforcing parts, the requirements for efficient prefabrication of the cruise ship modular cabin and the structural reliability of real ship installation are met.

The invention provides a stiff skeleton arch bridge encased concrete hanging basket pouring construction method, a hanging and walking system and a hanging basket bottom die system are installed at the arch foot position of a stiff skeleton arch bridge, the hanging and walking system is a self-walking system and can walk along the stiff skeleton arch bridge, and the hanging basket bottom die system is hung below the hanging and walking system and can walk along the stiff skeleton arch bridge. The bottom die for pouring the encased concrete adopts a separated bottom die, is in an independent hanging basket form and is not bound and hoisted with the stiff skeleton arch bridge, a hanging and walking system is hung on the top surface of the stiff skeleton arch bridge, and a hanging basket bottom die system crawl along the arch by virtue of the hanging and walking system; the construction mode that bottom die hanging baskets are poured section by section is adopted for full-bridge outer wrapped concrete pouring construction, the number of needed bottom dies is small, and the material cost is greatly saved; after the stiff skeleton arch bridge is installed, the hanging basket bottom die system is independently installed, the hoisting weight of the stiff skeleton is reduced, the cable crane cost is reduced, and the hoisting safety is also improved; and after the encased concrete construction is completed, the suspension and walking system and the hanging basket bottom die system are removed back to the arch foot position of the stiff skeleton arch bridge, and the safety risk of high-altitude removal is reduced.

This application provides a porous composite shear wall structure and its construction and design methods. The construction method includes: configuring a precast concrete wall with multiple pre-reserved holes, providing multiple optional installation positions for embedded parts; after selecting the installation position of the embedded part, installing the embedded part into the corresponding pre-reserved hole; sealing the connection between the embedded part and the precast concrete wall, as well as the remaining pre-reserved holes, and then pouring cast-in-place concrete. The porous composite shear wall structure provided by this application provides multiple optional installation positions by setting multiple pre-reserved holes, allowing the installation scheme of the embedded parts to be determined before on-site pouring. This allows the production of precast components to precede the determination of the embedded part installation scheme, avoiding the inability to adjust the arrangement of embedded parts after precasting. Sealing the connection between the embedded part and the precast concrete wall, as well as the remaining pre-reserved holes, effectively avoids grout leakage problems during subsequent concrete pouring.

The utility model discloses a beam-column split structure of an assembled building, which comprises four rectangular prefabricated corner columns and a prefabricated top beam, relates to the technical field of assembled buildings, and adopts split design for the prefabricated beam and the prefabricated corner columns, so that beam-column prefabricated members can be conveniently stacked in the thickness direction, and the beam-column split structure is convenient to assemble and disassemble. The pre-embedded rod reinforcing plate is arranged, the pre-embedded rod reinforcing plate is provided with the filling hole, the pre-embedded rod reinforcing plate is arranged, the pre-embedded rod reinforcing plate is provided with the filling hole, the pre-embedded rod reinforcing plate is provided with the filling hole, and the pre-embedded rod reinforcing plate is provided with the filling hole, so that the pre-embedded rod reinforcing plate is convenient to mount and dismount. According to the pre-embedded rod reinforcing plate, the filling holes can be filled with concrete materials in the pouring process of the prefabricated corner column, then the contact face of the concrete structure and the pre-embedded rod reinforcing plate is enlarged, the first pre-embedded rod and the second pre-embedded rod are connected with the prefabricated corner column more firmly, and beam-column connection is firmer.

The invention discloses a sling system suitable for hoisting and turning construction of an offshore wind power steel pipe pile. The sling system comprises double main hooks, an auxiliary hook, a triangular hoisting beam assembly, a lifting lug hoisting rope group and a pile bottom hoisting rope group, the triangular lifting beam assembly comprises an upper triangular lifting beam and a lower triangular lifting beam, and the bottom end of the upper triangular lifting beam is hinged to the top end of the lower triangular lifting beam through a first shaft assembly; the first main hook of the double main hooks is connected with the first top end of the upper triangular hanging beam through a first rope loop, and the second main hook of the double main hooks is connected with the second top end of the upper triangular hanging beam through a fifth rope loop; the first bottom end of a lower triangular lifting beam of the triangular lifting beam assembly is connected with the pile bottom lifting rope set, and the second bottom end of the lower triangular lifting beam of the triangular lifting beam assembly is connected with the lifting lug lifting rope set. Through cooperation of the double main hooks and the auxiliary hooks, the problem that the hoisting capacity of a crane ship is insufficient during hoisting, turning over and hoisting is solved to a certain extent.