41results about How to "Increase the construction work area" patented technology

The invention relates to an inclined-hanging type hanging basket and is the divisional application of a two-dimensional work hanging basket with the application number of 2014103589569. A left suspension mechanism and a right suspension mechanism are arranged on the left and right top points of the working surface of a building correspondingly. An isosceles triangle support is arranged on the top of a suspension platform. Guiding mechanisms are arranged at the top corner and two bottom corners of the support correspondingly. Facade distribution of steel wire ropes in the air is in the shape of a butterfly. During working, the suspension platform is obliquely hanged between the left suspension mechanism and the right suspension mechanism through the steel wire ropes. During operating, the action lengths of the left steel wire rope and the right steel wire rope are changed by operating a left elevator and a right elevator correspondingly; the suspension platform can be driven to operate in all directions on the working surface to arrive any required positions in the working scope. According to the hanging basket, the construction working surface of the suspension platform is widen by enlarging the intervals between hanging points of the suspension mechanisms, the working efficiency of the hanging basket is improved, the balance of the suspension platform is ensured through butterfly-shaped distribution of the steel wire ropes; an overload protection guiding mechanism at the top corner can prevent the steel wire ropes from overloading caused by oversized inclined angle; a frictional damping guiding mechanism at the left and right bottom corners can effectively damp inertia swinging of the suspension platform; and the stability and the reliability of the hanging basket construction are guaranteed.

The present invention relates to a one time supporting arch subsurface excavation reversed construction method. The steps of the method are as follows: at least a pair of upper guide hole and lower guide hole are respectively excavated in a top body and a bottom body corresponding with an underground structure design space; each pair of guide holes forms one span; then the hole wall is processed for primary supporting; the bottom of the lower guide hole is laid with a waterproof layer; the waterproof layer is casted with an underlayer frame structure soleplate; a slope stake and a middle upright post are constructed from the upper guide hole; the arc top of the upper guide hole is laid with the waterproof layer, and an arc top permanent structure is cast; then a midspan soil body is excavated between two upper guide holes by a subsurface excavation method to form a midspan upper guide hole and to be constructed as a midspan upper guide hole arc top permanent structure; the primary support at the bottom of the upper guide hole is chiseled and removed; a soil body is excavated downwards, and a structure lateral wall and a middle floor slab are cast; the rest partial solid between the primary support at the top of the lower guide hole and the middle floor slab is excavated, at the same time, the primary support at the top of the lower guide hole is chiseled and removed, the rest lateral wall structure is cast, and an even span structure soleplate is closed. The method has small construction risk, large construction field and fast construction speed, uses few big guide holes and solves the technical problems of the large amount of the guide hole, the small size of the guide hole, small construction space, multiple times of structure stress conversions, the repeated perturbation of wall rock, etc of the traditional subsurface excavation method.

The invention discloses a method for lifting and installing a whole bridge arch rib. The method includes the following steps of dividing the arch rib into two side arch rib bodies and a middle arch rib body, splicing the side arch rib bodies on a wharf, hoisting the side arch rib bodies to a set position through a floating hoist, erecting a side supporting system and a lifting portal, installing a lifting system, splicing a middle supporting system below the design position of the middle arch rib body, installing the middle arch rib on the upper face of the middle supporting system, arranging a temporary beam at the bottom of an arch foot of the middle arch rib body, arranging a temporary horizontal rope between the two ends of the arch foot, correspondingly connecting the lifting system with the temporary beam, and lifting, horizontally moving, putting down, putting in position, folding and installing the whole middle arch rib body. By means of the method, the requirements for installation quality and precision of the large-span arch rib bridge can be met, section lengths can be flexibly adjusted, section manufacturing quality is optimized, and section in-situ precision is improved.

The invention discloses a form-finding rigid connection method for erecting a steel truss stiffening beam of a suspension bridge. During implementation, a reasonable hoisting method and erection sequence are selected according to design data and comprehensively considering factors such as restrictions on construction site transportation conditions, and a specific temporary connection of stiffening beams is formulated. When erecting and installing the stiffened girders, follow the rigid connection scheme and the bridge deck welding scheme; in the process of erecting the stiffened girders, use the linear changes of the installed girder sections during the construction process to find the corresponding stress-free The rigid connection of the beam sections is completed under the stress-free state, and the welding of the bridge deck of each beam section is carried out after the rigid connection of each beam section is completed; when all the stiffening beams are erected, the rigid connection and welding of the beam sections are also completed simultaneously. Welding of bridge decks. Compared with the traditional construction technology, all temporary hinge joints need to be converted from hinge to reinforcement after the bridge deck construction and counterweight construction are completed, which has been greatly improved.

The invention discloses a construction method of a large floating maintenance door. The method comprises the following steps: (1) a first beam body, a second beam body, a third beam body, a fourth beam body, a fifth beam body and a sixth beam body are assembled; (2) a truss is assembled; (3) edge columns are assembled; (4) a maintenance door lower half body is manufactured; (5) a fender is assembled on the truss to manufacture a maintenance door middle body; (6) a maintenance door upper half body is manufactured; (7) a whole maintenance door is manufactured; (8) the edge columns are mounted onthe whole maintenance door; (9) the corrosion-resistance treatment is performed on the whole maintenance door; and (10) the construction of the large floating maintenance door is finished through assembly and welding. The construction method of the large floating maintenance door can solve the problems of assembly and corrosion resistance of the large floating maintenance door, is simple, feasible and convenient for corrosion-resistance construction, and greatly reduces the tonnage requirements on lifting equipment.

The invention discloses a construction method for the main girder of a steel-concrete composite girder cable-stayed bridge. The bridge deck crane is placed on the steel girder of the initial section, the hoisting unit of the first deck crane splices the steel beam of the section and is fixed on both ends of the steel beam of the initial section, and the first deck crane moves forward to one end of the steel beam of the initial section On the steel girder of the unit splicing section, the second deck crane is hoisted by the wall-attached crane to the steel girder of the unit splicing section at the other end of the initial section steel girder, and the first deck crane and the second deck crane respectively Move and complete the splicing construction of steel beams extending towards the side span of the bridge and the splicing construction of steel beams extending towards the middle span of the bridge, and complete the closing construction of the side span steel beams and the closing construction of the middle span steel beams. The invention has the advantages of strong operability, safety and reliability, controllable quality, high efficiency, energy saving and environmental protection.

A retractable asphalt spraying device with internal double circulation channel, which is mainly composed of a support frame, a fixed spray rod assembly, a left telescopic spray rod assembly and a right telescopic spray rod assembly of the same structure, and an asphalt spray valve. The assembly is installed on the support frame; the left telescopic spraying boom assembly and the right telescopic spraying boom assembly respectively include a first-stage asphalt pipe, a secondary asphalt pipe, a rotary joint, a side spray pipe and an asphalt spray valve; the first-stage asphalt The pipeline, the secondary asphalt pipeline, and the side spray pipe are divided into an oil inlet passage and an oil return passage by a partition, and a flow inner pipe with a small diameter is arranged in the rotary joint. The hydraulic motor on the support frame drives the transmission gear, and drives the transmission rack fixed on the left telescopic spray rod assembly and the right telescopic spray rod assembly to make a linear motion, so as to realize the unfolding and closing of the left telescopic spray rod assembly and the right telescopic spray rod assembly. Retracted; it can realize asphalt circulation without external pipes, with large spreading width and simple structure.

The invention discloses a rigid grid and pile composite foundation and a method applied to reinforcing soft soil foundation. The rigid grid and pile composite foundation comprises a precast pile or a cast-in-situ pile, a rigid grid structure, a tensioning net, tensioning ribs and a transitional underlayer; the precast pile or the cast-in-situ pile drives to a relatively hard ground layer from a foundation surface layer; the rigid grid structure is fixedly connected with the precast pile; the grid structure is paved with the tensioning net; the tensioning net is provided with the transitional underlayer; the transitional underlayer is tightly contacted with the foundation surface, and the thickness of the transitional underlayer is between 0.6 and 1.5 meters; and the transitional underlayer is sandy clay, gravel soil or plain concrete with crude particles. The invention organically combines the rigid grid and the pile structure, the transitional underlayer and a soft ground layer to construct a composite foundation, transfers the load to a deep layer soil body through the grid structure and a pile, can give a full play to the strength and the deformation performance of the deep layer soil body, thereby effectively improving the foundation strength and the deformation performance, and having good reinforcing effect.

The invention discloses a high arch dam flood discharge and energy dissipation facility with gradually-elevated bottom plates on two sides. The facility comprises multiple overflow surfaces holes formed in an arch dam, and a plunge pool arranged on the downstream of the overflow surface holes and corresponding to the overflow surface holes. The overflow surface holes comprise low-position overflowsurface holes located in the middle, and high-position overflow surface holes located in the two sides, wherein the bottom elevation of the low-position overflow surface holes is low, and the bottomelevation of the high-position overflow surface holes is high. Among the overflow surface holes, with the high elevation, in the two sides, the bottom elevation of the overflow surface holes in the inner side is lower than the bottom elevation of the overflow surface holes in the outer side. The plunge pool is a compound fracture surface plunge pool. The pool bottom of the plunge pool comprises acenter bottom plate and step bottom plates which are located on the bank slopes of the two sides of the center bottom plate and are sequentially elevated step by step. The center bottom plate corresponds to water tongues jetted from the low-position overflow surface holes. The step bottom plates correspond to water tongues jetted from the high-position overflow surface holes. According to the facility, under the conditions of the same flow discharge amount and the stable and safe bank slopes of the plunge pool, the excavation amount of the plunge pool is reduced, and the project investment isreduced.