1830results about "Trusses" patented technology

The invention discloses a cast-in-place beam steel bar truss floor support plate installation construction quality control method and system based on BIM and VR. The method comprises the following steps of BIM three-dimensional modeling, construction scheme simulation, VR scene building, 3D scanning and model comparison, unmanned aerial vehicle cruise monitoring and real-time interaction and cooperative management. A whole-process, visual and interactive construction quality control system is constructed, so that constructors can intuitively and clearly know details such as spatial positions and connection modes of all components, the understanding difficulty is greatly reduced, and construction errors caused by drawing understanding deviation are effectively reduced; scheme simulation optimization before construction of the steel bar truss floor support plate, real-time dynamic monitoring in construction and efficient collaborative management of all construction parties are realized, so that the construction quality risk is pre-judged in advance, the construction deviation is corrected in time, and the accuracy and efficiency of construction quality control are improved; the construction cost is reduced, the construction period is shortened, and the construction quality of the steel bar truss floor support plate meets high-standard requirements.

The invention provides a reinforcing beam reinforced by adopting an out-of-service wind power blade and a method for determining the bending rigidity. According to the reinforcing beam, a plurality of grooves are formed in at least one surface of a reinforced concrete beam; the reinforcing layer comprises reinforcing ribs and a cement-based composite matrix, a plurality of protrusions are arranged on the surface of the cement-based composite matrix, the protrusions are arranged at intervals in the length direction of the cement-based composite matrix, and the protrusions are correspondingly embedded into the grooves, so that the reinforcing layer is connected with the reinforced concrete beam to obtain a reinforced concrete reinforced beam; wherein the reinforcing ribs are obtained by disassembling and cutting a main beam of the retired wind power blade. According to the reinforcing beam, the combining capacity of the reinforced concrete beam and the reinforcing layer is high, mutual slippage is avoided, the retired wind power blade composite material resources are utilized, the environment is protected, and the cost is saved while high-performance reinforcing treatment can be conducted on the damaged reinforced concrete beam structure or the reinforced concrete beam structure with insufficient bearing capacity.

The present invention discloses a method for constructing a large-volume, high-support prestressed concrete beam, which belongs to the technical field of prestressed beam construction. The construction preparation work includes presetting a full-length steel wire rope in a reserved channel for prestressed steel strands, installing a steel strand anchoring mechanism on the entrance side of the reserved channel, installing a limit plate on the exit side of the reserved channel, and presetting marks at the corresponding lengths of the steel strands extending from the movable pipe according to the length of the reserved channel; using the steel strand anchoring mechanism, multiple steel strands are synchronously pulled to the limit plate for cooperation, and the marks on the steel strands are adjusted to the same plane; the steel strands outside the reserved pipe near the anchor plate are cut, and a movable plate is installed, and the movable plates on both sides of the steel strands are tensioned to a preset elongation value; after tensioning is completed, grouting is performed in the reserved channel, and concrete is poured to form the beam body. The present invention can pipe multiple steel strands in the reserved channel as a whole, avoiding friction on the inner wall of the reserved channel and on the steel strands caused by pipe-lining individual steel strands.

The invention discloses an adjustable steel structure splicing platform, and relates to the technical field of steel structure splicing, the adjustable steel structure splicing platform comprises a platform main body, the left side and the right side of the platform main body are symmetrically provided with first sliding rails, and chord member supporting pieces are symmetrically arranged on the platform main body front and back and used for supporting the two ends of a chord member set; and an assembling mechanism is arranged on the platform main body. The device has the advantages that the diagonal web members, the vertical web members and the corresponding chord members are spliced through the splicing mechanism so as to change according to different connection angles stipulated between the members, the splicing angle between the diagonal web members and the corresponding chord members and the splicing angle between the vertical web members and the corresponding chord members can be adapted, and the flexibility of splicing equipment is improved; the diagonal web member sets and the vertical web member sets are sequentially and alternately spliced, the splicing efficiency is improved, mechanical rotating adjustment, alignment and butt joint are achieved through the splicing mechanism, meanwhile, the two limiting pieces limit the corresponding chord members, and the quality of follow-up welding machining is improved.

The invention relates to the field of steel member engineering, in particular to a high-strength steel combined multi-chamber box-section bent steel member and a manufacturing method thereof, and the manufacturing method comprises the following specific steps: S1, obtaining the design form of the steel member; s2, preparing an outer side chamber of the steel member; s3, prestress is applied to the outer side chamber in the axial direction of the outer side chamber so that the outer side chamber can be bent to a first form, a first eccentric value of the first form is obtained, and the first eccentric value is larger than the designed eccentric value; s4, top pressure towards the inner side of the bend is applied to the first form to a second form, the second form is in a pre-tightening state, a second eccentric value of the second form is obtained, and the second eccentric value is smaller than the designed eccentric value; s5, the outer side chamber is kept in the second form, and the matched inner side chamber is welded to obtain the steel member; and S6, after the force is unloaded, the inner side chamber is subjected to pre-tensile stress, the outer side chamber is subjected to pre-compressive stress, and the steel member is obtained. Pre-tensile stress is applied to the inner side of the steel member, pre-compressive stress is applied to the outer side of the steel member, and therefore the axial compression buckling ultimate load of the bent steel member is increased.

The invention belongs to the technical field of added elevators, and discloses a fast-assembly type added elevator steel structure main body and a preparation and assembly method thereof, and the fast-assembly type added elevator steel structure main body comprises a hoistway, a door frame and a corridor. The hoistway is composed of four vertical stand columns and a plurality of transverse beams, the ends of the beams are connected with the connecting faces of the stand columns through connecting pieces, each connecting piece comprises a pair of triangular pieces formed by three steel plates perpendicular to one another, a first plate is connected with the stand columns, a second plate is connected with the beams, and a third plate is an inclined strut reinforcing rib. The door frame comprises door head steel beams between the front stand columns, sill steel beams and landing door stand columns between the sill steel beams, the corridor is connected with the outer sides of the sill steel beams, and through holes in the ends of the edge beams are matched with kidney-shaped holes of the mounting bases to adjust the position. The square pipe joints of the front stand column and the rear stand column are staggered in position. The device is fast to install, stable in structure, convenient to adjust, convenient to overhaul and maintain and suitable for the elevator adding project of the existing building.

Modular panels with custom metal frame members having cutouts to accommodate building services. These modular panels are open for visual inspection and can be used in various construction applications such as floors and walls. The cutouts in the metal frame members allow for the routing of building services such as plumbing, wiring, fire sprinkler, HVAC, whether rigid or flexible. The modular construction process involves the placement of module panels at a build site and the joining of building services between adjacent panels. Additionally, the system may incorporate a building information modeling (BIM) system that generates electronic models of buildings with modules and corresponding framing components.

A reconfigurable metamaterial formed of an assembly of building blocks including first rigid members hingedly engaged together at a first hinge, and second rigid members hingedly engaged together at a second hinge. The first rigid members are hingedly connected to respective ones of the second rigid members at third and fourth hinges. The third and fourth hinges are offset from the first and second hinges. A first elastic member is engaged to the first rigid members and biases them away from one another. A second elastic member is engaged to the second rigid members and biases them away from one another. The assembly has a deactivated configuration, wherein the third and fourth hinges are spaced apart, and an activated configuration, wherein the third hinge merges into the fourth hinge to create a contact-induced metahinge about which the first rigid members pivots relative to the second rigid members.

According to the 3D printing concrete truss girder structure based on three-dimensional steel bar reinforcement and the construction method, through space welding connection of the three-dimensional conical steel bars and the top plane steel bars, the interlayer bonding performance and the overall stress performance of a 3D printing concrete truss girder are remarkably improved. The three-dimensional conical steel bars comprise plane steel bars matched with the truss girder in length and width and a plurality of three-dimensional conical steel bar units, the three-dimensional conical steel bar units are arranged in the mode that the height of a three-dimensional space component formed by bending metal steel bars crosses over at least one or more concrete printing layers, and the plane steel bars are buried in the lower layer concrete. And the upper ends of the three-dimensional conical steel bar units are fixedly connected with the top vertical rod section steel bars of the top plane steel bars on the upper layer or the higher layer or the vertical bars of the next plane steel bars, so that an integral space steel bar framework is formed. The steel plate has higher shear bearing capacity, better ductility and a better failure mode, and is suitable for load-bearing components in various building and bridge engineering.

The utility model discloses an anti-shake double-channel steel joist structure, which comprises a horizontally arranged support beam, the support beam comprises two channel steels of which webs are vertically arranged and openings are opposite, and opposite semicircular grooves are correspondingly formed in flanges on the upper and lower sides of the two channel steels; opposite first connecting holes are formed in the positions, corresponding to the two sides of the semicircular groove, of webs of the two steel channels. A dragging and supporting lead screw is vertically arranged between the semicircular grooves of the two steel channels, a disc adjusting nut is installed on the dragging and supporting lead screw in a threaded fit mode, and the disc adjusting nut abuts against the upper side of the supporting beam. Lead screw fastening bolts are arranged in the first connecting holes in a penetrating mode, under the fastening effect of the lead screw fastening bolts, the flanges of the two pieces of channel steel can be close to each other, and the groove walls of the semicircular grooves of the two pieces of channel steel are tightly attached to the dragging and supporting lead screw. The supporting structure is simple in structure and convenient to construct, and has good supporting stability and safety.

The utility model relates to a double-slope multi-section cable string truss structure system, belongs to the technical field of building structures, and solves the problem that in the prior art, a large-span truss structure occupies a large space in the longitudinal direction, so that the clearance height is too low. The device comprises a cable string truss structure and a supporting structure, the cable string truss structure comprises multiple rows of space truss structures arranged in parallel, side cables, middle cables and truss connecting pipes connected among the multiple rows of space truss structures. The lower portion of the space truss structure is fixedly connected with side cables and middle cables, and the middle cables and the side cables are arranged in a staggered mode. The side cables and the space truss structure are supported through a plurality of side cable supporting rods. The middle cable and the space truss structure are supported through a middle cable supporting rod. The double-slope multi-section cable string truss structure system has the effect that the indoor clearance height of a supporting system is increased on the premise that large-span supporting is achieved.

The invention discloses a composite beam capable of enhancing the ultimate strength of an ultimate concrete structure. The span of the beam is measured, a bending moment graph of the beam is drawn, according to analysis of the bending moment graph, UHPC is selected for a pure bending section (the middle of the span) above a neutral axis of the beam, the upper half part of the beam is covered, and common concrete is used for the rest parts; half of the beam height is selected to use UHPC on the upper portion, and the structural ultimate strength of the composite beam can be improved; the FRP rib is used on the lower portion of the beam, the tensile property and ductility of the lower portion can be improved, a sleeve grouting anchorage device (the inner wall of a metal sleeve is provided with threads) and a wedge-shaped anchorage device (the clamping section is wrapped with a copper sleeve) are adopted, the anchoring reliability is ensured through the double effects of chemical bonding and mechanical meshing, and due to the fact that the FRP rib can be subjected to brittle failure and is preset to be in a super rib failure mode, the tensile strength and ductility of the lower portion can be improved. The problem of brittle failure of the FRP rib is solved. The beam is simple in design, convenient to construct, reasonable in stress, high in structural ultimate strength, high in reliability, wide in application range and material-saving.

The utility model belongs to the technical field of tension beam structures, and particularly relates to a three-way pre-tightening steel wire tension beam structure. A three-way pre-tightening steel wire tension beam structure comprises a cross beam, a steel wire and a pre-tightening assembly, the pre-tightening assembly is installed on the cross beam, a steel wire groove is formed in the cross beam, and the steel wire is installed in the steel wire groove through the pre-tightening assembly; the utility model provides a three-way pre-tightening steel wire tension beam structure, and aims to solve the problem of balance between the bearing capacity and the self weight of a cross beam in a tension beam structure in the prior art.

The utility model relates to a steel truss structure for mounting a door opening curtain wall. The steel truss structure comprises a fixed plate, a rib plate seat and a truss girder, the fixing plates are used for being fixed to the left inner wall and the right inner wall of a door opening through anchoring parts, and rib plate bases are vertically installed on the end faces of the fixing plates at intervals up and down. The truss girder is horizontally distributed between the two fixed plates, and the end part of the truss girder is supported between the rib plate seats which are vertically arranged at intervals in the vertical direction; the left end and the right end of the truss girder are fixed to the fixing plates respectively and fixedly connected with the corresponding upper rib plate base and the corresponding lower rib plate base at the same time. And a mounting structure for mounting a curtain wall keel is arranged on the outer side of the truss girder. The door opening lintel effectively solves the problems that an existing door opening lintel is difficult to bear a curtain wall structure, and installation and lighting of a window can be affected due to the fact that a hanging component is arranged, not only is the aim of hanging a building facade curtain wall guaranteed, but also the appearance effect and quality of a facade are achieved.

To provide a floor structure suppressed in generation of lateral buckling in a girder.SOLUTION: A floor structure 10 is formed of an H-section steel, and includes a girder 21 to which no lateral stiffener is attached, a pair of pillars joined to both ends of the girder 21 with rigid joint or semi-rigid joint, and a floor slab attached to the girder 21. A non-reinforced through hole 24a is formed only in a specific area in an intermediate part in a material axis direction X of the girder in a web 24 that the girder 21 has.SELECTED DRAWING: Figure 2

Natural bamboo is chemically treated to remove at least some lignin therefrom. As a result, the bamboo becomes more porous and less rigid, while otherwise retaining the aligned microstructure of bamboo fibers and constituent cellulose nanofibers. In some embodiments, the treated bamboo can then be pressed such that the lumina therein at least partially collapse, thereby improving the strength and toughness of the bamboo among other properties. In some embodiments, the treated bamboo can be infiltrated with a polymer or polymer precursor, and / or have non-native particles added to surfaces thereof to tailor properties of the resulting bamboo structure. By further modifying, manipulating, or machining the treated bamboo, it can be adapted to various applications.

The invention discloses a single-circle staggered island shield metro station and a construction method thereof, and belongs to the technical field of metro, the metro station comprises a plurality of sections of tubular shield segments, a metro station space is formed in the shield segments, and a prefabricated opening part, a shielding door system and an assembly type middle plate are sequentially arranged in the metro station space from bottom to top; the subway station space is divided into a platform layer and a station hall layer through the assembly type middle plate, and the middle of the assembly type middle plate is supported through concrete middle partition walls arranged in the two shielding door systems at intervals in the longitudinal direction. Two fixed doors and two movable doors are further arranged between every two adjacent concrete mid-partition walls, the two sides of the two fixed doors are connected with the concrete mid-partition walls and the movable doors respectively, and the two movable doors can slide relative to the two fixed doors respectively and are used for communicating or separating the platform area and the rail-mounted area. According to the single-circle staggered island shield subway station, the space occupied by the shielding door can be reduced, the internal structure of the station is compact, the underground space is effectively utilized, and the shield diameter of the station is reduced.

The utility model discloses a space truss system plant structure, which is characterized in that a longitudinal support, a gable support and a roof horizontal support are arranged, so that a plant forms a space truss system, a wind-resistant column and a frame column become bidirectional components without lateral displacement, the calculated length of a plant column is greatly shortened, and the plant column can be stably supported under the condition that the requirement of specifications on the stability of the plant column is met. The strength advantage is fully exerted, the column section size is reduced, a large number of engineering materials are saved, and meanwhile the plant appearance is light and attractive. The roof system is simplified into a plane truss, the plane truss, the longitudinal direction of the plant and the gable wall form a space truss system, rod pieces such as upper and lower chord members and web members on the roof are reduced, the roof is light and simple, materials are saved, the self weight is reduced, and the total height of the plant is reduced under the condition that the effective use height of the plant is guaranteed.

The invention discloses a stone masonry house anti-seismic reinforcing structure and a construction method, and relates to the technical field of house reinforcing. The anti-seismic reinforcing structure of the stone masonry house comprises a wall body, and a door body reserved opening and a window reserved opening are formed in the surface of the wall body. According to the anti-seismic reinforcing structure for the stone masonry house and the construction method, the structural strength and anti-seismic performance of the house can be improved, during caulking, the two sealing blocks are driven by the moving module to move away from each other in a mortar joint, and at the moment, a grouting cavity can be formed among the mortar joint, the two sealing blocks and a sealing plate; a high-performance fiber-reinforced cement-based composite material UHP-ECC can be grouted into the grouting cavity, and the pressure is detected through the pressure sensor, so that the length of the caulking strip is convenient to control, the pressure of the caulking strip during grouting is convenient to control, the conditions that the caulking strip has bubbles and is not compact are avoided, waste of caulking materials is avoided, the caulking quality is guaranteed, and the caulking efficiency is improved. And the reinforcing quality is further ensured.

A fabricated structure with a pipeline hole is characterized in that a composite beam prefabricated part is in lap joint with a bracket of a prefabricated stand column or a prefabricated column, one or more prefabricated plates are arranged between the adjacent composite beam prefabricated parts side by side, and the two ends of each prefabricated plate are in lap joint with the adjacent composite beam prefabricated parts or connecting supports of the composite beam prefabricated parts respectively; a superposed beam cast-in-situ part is formed on the superposed beam prefabricated part through a cast-in-situ process, the superposed beam prefabricated part and the superposed beam cast-in-situ part jointly form a superposed beam main body, a hole for penetrating through an equipment pipeline is formed in the superposed beam main body, and a bearing floor or roof is formed above the prefabricated plate through the cast-in-situ process. When the main beam adopts the superposed beam design, large holes can be formed in a unified position, arrangement conditions can be provided for equipment pipelines, and the influence of the pipelines on the clear height is reduced. Equipment pipelines can penetrate through the holes, the influence of the pipelines on the clear height of the bottom of the beam is reduced, and the safety of the beam can be guaranteed by arranging the consistency of the holing parts.

The invention discloses a high-altitude large-span arc-shaped prestressed beam construction method, and particularly relates to the technical field of prestressed beam construction, which comprises the following steps: S1, carrying out dip angle monitoring modeling to generate a pre-arch coordinate; s2, scanning pipeline coordinates, comparing the pipeline coordinates with the BIM, and building a deviation matrix; s3, performing over-limit identification and segmented pouring planning; s4, curvature friction collection is carried out, and compensation tension is calculated; and S5, a final tensioning generation record is generated after the extension amount checking is completed. A tilt angle sensor is arranged to monitor deformation of a supporting system, a three-dimensional deformation model is constructed in combination with a wind load to generate pre-arch coordinates, a total station scans pipeline coordinates and compares the pipeline coordinates with a BIM theoretical value to establish an axial deviation matrix, an overrun section is recognized, pouring units are divided, the construction time sequence is optimized, and deformation accumulation is reduced. The curvature and friction coefficient of the pipeline are collected in real time to construct a friction compensation model, graded tension control is combined with extension threshold judgment, anchoring retraction is dynamically monitored to generate a final tension record, a closed-loop control system is formed, and the forming precision and stress stability of a large-curvature component are improved.

A building stud for forming a framework for mounting wall panels can include a first and a second flange portions and a web portion interconnecting the flange portions. The flange portions can include a planar, elongated wood fibre member, and the web portion can include a polymer based and / or cellulose fibre based sheet member. The web portion can include a first and a second rectilinear line of weakness. The lines of weakness can be parallel and along which the sheet member is foldable to enable folding the building stud from a retracted storage position to an expanded mounting position.

To provide a joint structure that can demonstrate energy absorption performance from the initial stage of vibration by joining a wooden shaft member such as a pillar or beam to a damping member. [Solution] The joint structure 10 joins a damping member 2 to wooden beams 1, which are a pair of wooden shaft members. In the joint structure 10, a joint plate 22 provided at one end of the damping member 2 is inserted into a groove 11 provided in one wooden beam 1, and an adhesive 5 is filled into the groove 11. Also, a joint plate 22 provided at the other end of the damping member 2 is inserted into a groove 11 provided in the other wooden beam 1, and the groove 11 is filled with an adhesive 5. The joint plate 22 has a hole 221, and the adhesive 5 is also filled into the hole 221.

The invention relates to the technical field of steel structure construction, and particularly discloses a large steel structure truss lifting and sliding system which comprises eight specific implementation processes, a steel structure lifting device and a steel structure sliding device are adopted, and through the core design of overall lifting of a steel structure truss and high-altitude sliding conversion of the steel structure truss, the large steel structure truss can be lifted. The problem of support mismatching in the prior art is solved. The method is mainly suitable for complex engineering scenes such as large-span steel structure venues and high-speed rail stations.

The invention provides an inorganic glue and H-shaped steel beam reinforced concrete floor slab and a construction method, relates to the field of existing building reinforcement, and aims to solve the problem of limited bearing capacity improvement caused by reinforcement of a single component of the floor slab at present. The bearing capacity limitation of traditional local reinforcement is broken through, excessive dependence on original floor performance is avoided, reinforced concrete floors, H-shaped steel beams, peripheral beams, columns, walls and other stress components work cooperatively, and a new stable force transmission structure system is formed. The anchoring area in the through hole rigidly connects the H-shaped steel beam with an original floor steel bar node and a concrete base body through a connecting piece, so that effective transmission of loads is ensured; the through hole form with the wide top and the narrow bottom enhances the occlusion force between the anchoring material and the floor, and improves the connection reliability; the carbon fiber cloth above the through holes restrains the floor concrete in the trepanning area, and local strength loss possibly caused by trepanning is made up.

The invention discloses a method, device and equipment for determining the shear capacity of a fiber concrete beam, a medium and a product, and relates to the field of fiber concrete design. The method comprises the following steps: determining shear bearing capacity provided by regenerated glass fiber concrete and stirrups in a truss structure by utilizing static balance conditions of the truss structure according to regenerated glass fiber concrete beam information and stirrup information on the basis of a tensile strengthening effect of the regenerated glass fiber concrete; determining shear bearing capacity provided by regenerated glass fiber concrete and stirrups in the arch structure by utilizing static balance conditions of the arch structure according to the regenerated glass fiber concrete beam information and the stirrup information on the basis of the compression resistance enhancement effect of the regenerated glass fiber concrete; and determining the shear bearing capacity of the fiber concrete beam according to the two shear bearing capacities. According to the method, the calculation precision of the shear bearing capacity of the regenerated glass fiber concrete beam can be improved.

A method of manufacturing a waffle slab includes providing a bottom mold separately on columns and exposing joint heads of the columns from the bottom mold; providing first sets of beam bars separately on the bottom mold to be parallel along a first direction; and providing second sets of beam bars separately on the bottom mold to be parallel along a second direction, wherein the second sets b of beam bars are configured to intersect with the first sets of beam bars without interference and together they form accommodation spaces for waffle molds.

The invention discloses a building component and a building structure, and relates to the technical field of buildings. Wherein a cavity is limited in the framework, and a plurality of communicating holes capable of communicating with the cavity are formed in the cavity wall of the framework; and the concrete body covers the periphery of the framework and is filled in the cavity. The excellent compression resistance of the concrete body can be used for bearing the load of a pressure area, meanwhile, restraining force can be generated on the framework, local yielding of the framework is prevented, the fireproof and anti-corrosion effects can be achieved, the framework can bear tensile force to make up for the tensile weakness of the concrete body, shear force can be borne, ductility is improved, and the service life of the concrete body is prolonged. And the bearing capacity and the stability of the building component are improved. Besides, the mechanical occlusal force between the framework and the concrete body can be increased through the communicating holes, interface slippage and cracking are effectively avoided, and the cooperative work capacity and durability of building components under long-term loads are guaranteed.

A kind of I-beam section increasing fixed buckle device belongs to the field of building construction, it is by steel support, movable support component, double sleeve nut composition;Steel support plate and movable support component are connected by double sleeve nut, and are fixedly connected with I-beam and welded steel component.The present application realizes the double connection and fixation of traditional steel structure section increasing method construction, increases the stability and safety of connection;It is convenient to operate, low in cost and high in efficiency;Only need to hoist in place once, realize cost reduction and energy saving.