197results about How to "Meet the force requirements" patented technology

The invention discloses a thrust bar lightening method and a lightened thrust bar. According to the thrust bar lightening method, a bar body and a mandrel of an elastic spherical hinge are made of a high polymer material and formed at a time through injection molds, the two opposite side faces of the bar body are set to be the side faces with first intermittent grooves, each first intermittent groove comprises multiple first sub grooves sequentially distributed in the length direction of the bar body, multiple protruding ribs are arranged on the bottom face of each first sub groove, and therefore each first sub groove is divided into multiple small grooves through the multiple protruding ribs. On the premise that the use requirements of the thrust bar are met, the weight of the thrust bar can be reduced as much as possible, and the lightening requirement of the thrust bar is met.

The invention discloses a glulam automatic production system and a method thereof. The glulam automatic production system comprises a strength grading machine, a transverse optimizing saw, a comb-tooth-tenon tenoning machine, a finger-type jointing machine, a first cutting saw, solidifying buffering equipment, a first four-side wood planer, a gumming machine, a felt-board machine, a second four-side wood planer, a wide-belt-type sander, a second cutting saw, a machining center, a packer and an industrial computer control system. Due to the glulam automatic production system, the glulam automatic production method is achieved. The glulam automatic production system can achieve automatic quantity production-manufacturing of glulam. The glulam produced can meet requirements of stress in practical use well. The glulam automatic production system is high in automatic level, convenient to operate, high in production efficiency, and capable of reducing wood waste, saving manpower and lowering production cost.

The invention discloses a fabricated frame strip steel bracket long column and a construction method of the fabricated frame strip steel bracket long column. The column body is a composite column consisting of three parts, namely steel pipe outer reinforced concrete, a steel pipe and steel pipe inner concrete; the steel pipe and the steel pipe inner concrete penetrate through the whole long column; the steel pipe inner concrete is subjected to primary prefabrication to form a steel pipe concrete column; concrete at a steel pipe outer joint or total concrete is poured in advance at the second time; a steel bracket is welded with the steel pipe. The long column has the advantages that 1, a multi-layer frame column is manufactured into a long column, the manufacture is simple, and the installation is convenient; 2, the column body is a composite column, the compression bearing capacity and shear capacity of the column are 2-4 times that of a reinforced concrete column with the same section, and the bearing capacity and anti-seismic property of the frame column are obviously improved; 3, the steel bracket is arranged and can be connected with a steel beam or a cast-in-place reinforcedconcrete beam, and the connection is convenient and reliable; and 4, high-strength concrete in the steel pipe is prefabricated in a factory, and the construction cost of the column is greatly reducedcompared with that of a conventional composite column. Therefore, the long column is suitable for various multi-story and high-rise prefabricated buildings and is wide in market prospects.

The invention relates to a composite bamboo rib combined bolting and shotcrete support for foundation pit supporting and a construction method of the composite bamboo rib combined bolting and shotcrete support, and belongs to the technical field of municipal construction. Firstly, deep mixed piles are used for soil stabilization construction, then, excavation is conducted in a layered mode, and a bamboo rib anchoring and shotcreting structure is arranged on a soil body with a certain gradient. The bamboo rib anchoring and shotcreting structure comprises a panel, and further comprises bamboo anchor rods, bamboo ribs, bamboo nails, short steel bars and the like. Holes are transversely drilled in the tail portions of the bamboo anchor rods, and the two phi 10 steel bars which are 20cm long are installed in the holes to form a whole with the panel. The composite bamboo rib combined bolting and shotcrete support for foundation pit supporting and the construction method of the composite bamboo rib combined bolting and shotcrete support have the advantages of being low in construction cost and environmentally friendly, and are suitable for being used in regions where soil layer conditions are poor.

The invention belongs to the field of general building construction, in particular to a combination-typed off-loading component cast-in-situ hollow floor and a construction method. The invention adopts a technical proposal that the invention comprises off-loading components which are fixed between an upper layer reinforcement and a lower layer reinforcement by a fixed connecting part; the concrete is filled in the gaps between the off-loading component and the reinforcement in the whole floor and between the off-loading components; the off-loading component comprises at least two cylindrical or box-shaped or spherical off-loading cells; the off-loading components are intermittently or compactly arranged; the off-loading components with different shapes are combined and applied; the type and form of the off-loading components are smartly arranged according to the requirement, thus having the advantages of good porosity, good quality, light self-weight and optimum section.

The invention discloses a closed type cantilever scaffold system and a construction method thereof. The closed type cantilever scaffold system comprises a cantilever steel beam through-wall structure,a cantilever steel beam balcony slab placement structure for containing a balcony slab and manufacturing a cantilever balcony, a closed type cantilever scaffold system for building a scaffold, and anoverhead cantilever formwork protective shed for erecting a protective shed, wherein the cantilever steel beam through-wall structure is used for through-wall fixing construction of a structural steel girder; an anchoring device adopting the cantilever steel beam through-wall structure is convenient to install and flexible to disassemble, the turnover utilization rate can be effectively increased, and an integrated high-intensity embedded U-shaped pull ring and an inclined strut steel tube shaping connecting beam piece are adopted, so that the balcony slab is effectively prevented from beingdamage by crushing, an adjustable vertical rod is adopted for compression joint of a fixing rod and a wall column reinforcing type connecting wall rod, the application range of the scaffold is enlarged, the overhead cantilever formwork dual-layer protective shed is adopted, safety risk in external frame erection is reduced, and safety construction is facilitated.

The invention relates to a fabricated self-insulation single face laminated shearing force wall board and a casting method thereof. The casting method includes the steps that a laminated shearing force wall rebar framework and a basalt fiber reinforced polymer (BFRP) rib mesh piece in an outer wythe precast wall board are correspondingly bonded and manufactured, and insulation connecting parts arefixedly bonded on the rebar framework; and the rebar framework is placed on a protective layer cushion block of a casting framework platform, inner wythe wall board concrete is cast, the inner wytheprecast wall board after the inner wythe wall board concrete is cured to design strength is overturned by 180 degrees and moves to the upper part of another casting framework platform, the BFRP rib mesh piece is placed on a protective layer cushion block of another casting framework platform, outer wythe foam concrete is casted, the insulation connecting parts are pressed into the outer wythe concrete before initial set of the outer wythe foam concrete, and formwork stripping is conducted when the strength is reached. According to the fabricated self-insulation single face laminated shearing force wall board and the casting method thereof, a BFRP is treated as a bar material of the built-in mesh piece in the outer wythe wall board and a material of the connecting parts, the good thermal insulation performance of outer wythe foam concrete boards can be guaranteed, and stress requirements of the laminated wall board can also be met.

The invention provides a manufacturing method for a double-rhombus connection structure. The method includes the following steps that two flange plates and two webs are spliced into the side faces of a single-rhombus box; strip-shaped reserved carbon dioxide gas arc welding and submerged-arc welding gaps and welding grooves are formed between the flange plates and the webs, and full-penetration welding is performed; a rhombus-shaped inner partition plate connected with the side faces in a T shape is installed at the position, close to the middle, inside the single-rhombus box and provided with a grouting hole and an exhausting hole; a rhombus-shaped sealing plate connected with the side faces in a T shape is installed at the position, close to the end, inside the single-rhombus box; strip-shaped reserved carbon dioxide gas arc welding and submerged-arc welding gaps and welding grooves are formed in the joints of the rhombus-shaped inner partition plate, the flange plates and the webs and the joints of the rhombus-shaped sealing plate, the flange plates and the webs, and full-penetration welding is performed; and two single single-rhombus boxes are connected into the double-rhombus connection structure through connecting plates between double-rhombus columns. The manufacturing method is scientific, reasonable and capable of making manufacturing easy and guaranteeing welding and quality.

The invention discloses a negative bending moment area UHPC treatment steel-concrete composite structure and a preparation method thereof. An UHPC bridge deck slab is adopted within a segment length of a steel-concrete composite structure negative bending moment area; and a top flange of an adjacent steel girder is welded (bolted) to a pier top. For a steel-concrete simply supported bridge deck continuous composite structural beam, the negative bending moment area UHPC treatment steel-concrete composite structure has the advantages that the cracking load of the negative bending moment area composite beam can be obviously increased; and due to smaller fracture interval, the development of a concrete crack can be obviously suppressed; and the excellent anti-cracking performance can effectively solve the cracking problem of the negative bending moment area.

The invention relates to a wind power generation main bearing which belongs to the aerogenerator field, the wind power generation main bearing is characterized by comprising a main bearing upper limb, a main bearing lower limb, an anti-thrust cylindrical roller and a holder; the inner sides of the main bearing inner limb and the main bearing lower limb are provided with two rows of anti-thrust cylindrical rollers; the outer side of the main bearing inner limb is provided with a single row of centripetal cylindrical rollers and the cylindrical rollers are placed on the holder. The bearing of the invention saves a main shaft so that the impact of an original stiff shaft on a gear box and a generator can be reduced greatly and the service life of the gear box and the generator can be prolonged; the transmission of power can be realized well and the main bearing of the invention is easy to be repaired and detached. The main bearing can stand axial force with big load and big radial load, which can be well suitable for the working condition of aerogenerators with no main shaft, thus meeting the stress requirements of the aerogenerator.

The invention discloses a hanging device of a large-scale over-long box girder, comprising a shoulder pole main truss of a truss structure, wherein the truss structure can be connected with a hoisting device. The shoulder pole main truss is connected with a hanging point distribution beam, and a traction and connection device of the large-scale over-long box girder is arranged on the hanging point distribution beam and is connected with a supporting component joist used for the large-scale over-long box girder. In the invention, the hanging point distribution beam is arranged on the shoulder pole main truss and is utilized to realize the hanging of the large-scale over-long box girder. The hanging device of a large-scale over-long box girder is safe and reliable, is easy and convenient to operate and is suitable for the hanging construction of the large-scale over-long box girder.

The invention discloses a double-layer vierendeel truss structure system of a large cantilever structure, comprising a floor frame. The floor frame comprises frame columns (1), frame beams (2) and cantilever beams (3). The double-layer vierendeel truss structure system of the large cantilever structure is characterized in that a plurality of main truss columns (4) are arranged between the upper and lower frame beams (2) of the floor, the upper and lower frame beams (2) of the floor are connected with the main truss columns (4) to form a first-layer vierendeel truss structure, a plurality of auxiliary truss columns (5) are arranged between the upper and lower cantilever beams (3) of the floor, the upper and lower cantilever beams (3) of the floor are connected with the auxiliary truss columns (5) to form a second-layer vierendeel truss structure, and the first-layer vierendeel truss structure and the second-layer vierendeel truss structure are connected to form the double-layer vierendeel truss structure system of the large cantilever structure. The double-layer vierendeel truss structure system of the large cantilever structure has a simple structure and is convenient to construct. A space frame structure system is formed by two layers of vierendeel trusses. The double-layer vierendeel truss structure system of the large cantilever structure can meet the structure stress and deformation requirement under the condition of adopting the small beams.

The invention relates to the field of a novel space enclosing structure in a design and construction method of deep foundation, in particular to a prefabricated part composite cement soil wall and a construction method thereof. The prefabricated part composite cement soil wall comprises a plurality of cement soil piles which are internally provided with cement soil; the adjoining cement soil pilesare occluded with each other; and each cement soil pile is internally inserted with a strip-shaped prefabricated part. The construction method of the prefabricated part composite cement soil wall comprises the following steps of: locating and setting lines; excavating guide ways; setting drillers; locating the drillers and constructing the cement soil piles; setting locating frames for the piles;and inserting the prefabricated parts. The invention effectively reduces the construction cost on the basis of meeting the force requirement of the space enclosing structure of trenches and guaranteeing the security. The invention belongs to a novel space enclosing structure form with low cost, less environmental impact, safety and high efficiency, and can perfect the space enclosing structure form in the field of underground construction, so as to further meet the requirement of engineering construction.

The invention discloses a construction method of a continuous composite beam bridge and the continuous composite beam bridge. The construction method of the continuous composite beam bridge includes the following steps that S1, pre-tensioned prestressed concrete or ultra-high-performance concrete containing coarse aggregate is selected, and a concrete bridge deck slab in a hogging moment zone is prefabricated in a factory; S2, a steel beam and a concrete bridge deck slab in a sagging moment zone are prefabricated in the factory and connected to form a composite beam component; S3, the composite beam component is hoisted and erected on a bridge pier at the site of the bridge location; S4, the concrete bridge deck slab in the hogging moment zone is placed on the composite beam component to be connected with the concrete bridge deck slab in the sagging moment zone, maintenance is conducted, and then the construction surface on the bridge deck slab is paved to complete the construction ofthe continuous composite beam bridge. According to the construction method of the continuous composite beam bridge and the continuous composite beam bridge, the technical problems of an existing continuous composite beam bridge that prestressing of the concrete in the hogging moment zone is poor, cracking is easy, the compression resistance capacity is weak, consequently, the bearing capacity of the bridge is affected, and durability is poor can be solved, and the technical problem that the bridge deck slabs are not combined and thus the field wet construction amount is increased is further solved.

The invention provides a large cantilever unit type protective canopy suitable for high-rise building construction, which comprises a plurality of protective canopy units, wherein each protective canopy unit comprises two vertical main beams, a plurality of horizontal main beams, secondary beams, handrails, a first panel, a second panel, a traction device and a connection device; the horizontal main beams are perpendicularly connected between the two vertical main beams, so as to form a framework plane; the secondary beams are arranged in the framework plane, and are perpendicular to the horizontal main beams; handrails are perpendicular to the framework plane; the first panel is paved on the framework plane; the second panel is paved and fixed between the handrails; one end of the traction device is fixedly connected to the main structure of a building; the other end of the traction device is fixedly mounted with the main structure of the building; one end of the connection device is fixed on the horizontal main beams; the other end of the connection device is fixedly mounted to the main structure of the building; certain included angles are formed between the connection device and the horizontal main beams; the protective canopy units are connected into a whole through tongue-and-groove connection.

The invention provides a construction method of a suspension steel structure. The construction method comprises the steps that according to the preset positions and preset specifications of temporary diagonal tension braces of all floors obtained in advance, cantilever steel beams and the temporary diagonal tension braces of all the floors are installed layer by layer from bottom to top; according to the preset positions and preset specifications of temporary supports obtained in advance, the temporary supports used for supporting a top-layer cantilever steel truss are installed on the top faces of the cantilever steel beams of the topmost floor; the top-layer cantilever steel truss is installed above the cantilever steel beams located on the topmost floor to form a stable frame; hanging columns are installed on the top faces of the cantilever steel beams of all the floors layer by layer from top to bottom; and after all the hanging columns are installed, the temporary supports and the temporary diagonal tension braces are unloaded. According to the construction method, the stress requirement of the hanging columns can be met, construction is safe and controllable, the construction quality and precision can meet the design requirement, the construction efficiency is improved, and the construction cost is reduced.

The invention discloses a continuous beam 0# block support structure. Each side of a pier (1) is provided with two pipe stand columns (2) supported by a concrete bearing table (3); short longitudinal beams (4) are arranged at the top ends of the stand columns (2) in a one-to-one correspondence mode, are connected with the pier, are connected with pre-buried pieces of the pier body (1) in a welded mode and are directly connected with the top ends of the stand columns (2) in a welded mode. Cross beams (5) are arranged above the short longitudinal beams (4) and are fixed through welding pieces on the short longitudinal beams (4), and the lengths of the cross beams (5) equal the width of a bridge surface. A plurality of sets of bent frames (6) are arranged above the cross beams (5), one ends of the inner sides of the bent frames (6) are connected with the pier (1) through pre-buried pieces in a welded mode, and the bent frames are fixed relative to the cross beams (5); a box beam bottom die is placed above the bent frames (6). The support structure can safely and reliably meet stress requirements under any working condition in the construction phase, the construction process is simple, fast and convenient, all key portions are clearly stressed, and checking is facilitated.