206results about How to "Increase vertical stiffness" patented technology

A system for adjusting the compliance of a wheel is provided. In one embodiment, wheel segments are adjusted, causing the stiffness of the wheel to change. Such adjustments can be made while the wheel is rotating, allowing the wheel compliance to be changed while a vehicle is in motion.

A cable-membrane tensegrity structure which is asymmetric, and construction method and design method thereof are provided. The cable-membrane tensegrity structure comprises a central opening and is formed by a ring cable (4) and three layers of radial cables comprising a suspension cable (1), a ridge cable (2) and a valley cable (3), wherein the suspension cable (1) is located above the ridge cable (2), the ridge cable (2) is located above the valley cable (3), wherein one end of each of the suspension cable (1), the ridge cable (2) and the valley cable (3) is connected to the ring cable (4), and the other end of each of the suspension cable (1), the ridge cable (2) and the valley cable (3) is connected to a peripheral supporting structure (7), wherein a coating membrane (5) is tensioned between the ridge cable (2) and the valley cable (3) that are adjacent to each other and function as a skeleton to tension the coating membrane (5). The method of constructing the cable-membrane tensegrity structure comprises steps of: lifting step by step the suspension cable (1), the ridge cable (2) and the valley cable (3) to positions adjacent to respective cable anchor nodes by a traction device, based on a shape of formed cable-membrane tensegrity structure; and tensioning and anchoring synchronously the suspension cable (1), the ridge cable (2) and the valley cable (3) in place by a tensioning device, so as to achieve a final shape of the cable-membrane tensegrity structure. A multi-stage design method, based on the bearing whole-process, of a cable-membrane tensegrity structure of an opening type is also provided.

The invention discloses a bridge which comprises I-shaped beams (1), wherein each I-shaped beam (1) comprises a top flange (1a), a bottom flange (1b) and a web (12) supported between the top flange (1a) and the bottom flange (1b), wherein the I-shaped beams (1) are multiple and are arranged side by side, and two adjacent I-shaped beams (1) are connected mutually. Through connecting two I-shaped beams (1) mutually, the stability of integral bridge can be improved, and the vertical rigidity of the bridge is improved.

The invention relates to a beam spanning a multilayer deck, which has the technical scheme that a web spans the multilayer deck; an upper flange, a lower flange, the web and a panel are integrally connected to work together to be used as a common beam in an interior passageway of the beam, and the interior passageway of the beam is used as a motor vehicle passageway, a trolleybus passageway, a track traffic passageway, a magnetic suspension passageway, a pipeline passageway and a pedestrian passageway. The invention has the technical effect that the beam can adapt to a large span when being used for a beam bridge and has economical efficiency; the trafficability can be improved when the beam is used for stayed-cable bridges or suspension bridges; and the beam has small solid thickness, and is favorable for the arrangement of the multilayer deck, utilization of land and space resources and intensive utilization of traffic passageway resources. The beam of the invention is suitable to be used as a simply-supported beam, a continuous beam, a rigid frame bridge main beam, a stayed-cable bridge main beam and a suspension bridge main beam of an elevated track, an elevated high-speed railway, an elevated magnetic suspension, an elevated trolleybus, an elevated road, a comprehensive elevated passageway, a multilayer river-crossing large bridge, a multilayer ocean-crossing large bridge and the like.

A suspension assembly elastically biasing a slider toward a surface of a disk, in which a read/write head is mounted on the slider. In the suspension assembly, a load beam is coupled to a first portion of a swing arm of the actuator. A flexure supports the slider and has a first end portion fixed to a disk facing surface of the load beam and a second end portion extended toward a first end portion of the load beam. An end-tab is extended from the first end portion of the load beam. When the head is parked, the end-tab is supported by a ramp, which is arranged at an outside of the disk.

The invention discloses a self-adaption type deepwater mooring system which comprises a hanging buoy, a weight block, a mooring buoy, an anchor, a pile foundation, an upper tensioning cable, a connecting cable, a lower tensioning cable and a tension tendon, wherein the upper tensioning cable is used for connecting the hanging buoy with the weight block; the connecting cable is used for connecting the weight block with the mooring buoy; the lower tensioning cable is used for connecting the mooring buoy with the anchor; and the tension tendon is used for connecting the mooring buoy with the pile foundation. The self-adaption type deepwater mooring system has the advantages of high horizontal mooring rigidity, high vertical mooring rigidity and uniform tension distribution of a cable.

The invention discloses a welding type slab crack joint for a precast concrete floor system used in a building. The welding type slab crack joint comprises an X-shaped connection piece, a cover slab type connection piece, a support plate side overhanging platform and a supported plate side overhanging platform, wherein the X-shaped connection piece consists of anchor bars, panels and panel strips; the cover slab type connection piece consists of reinforcing steels arranged at the bottom of a slab, an embedded steel plate and a cover plate; the upper ends of the support plate and supported plate sides are provided with metal embedded pieces which consist of the anchor bars and the panels; the panels of the support plate is fixedly connected with the panels of the supported plate by the panel strips to form the X-shaped connection piece; the lower ends of the support plate and the supported plate sides are embedded with metal plates which are welded with the reinforcing steels at the bottom of a precast slab; the embedded metal plates of the support plate and the supported plate are fixedly connected by a metal cover plate to form a cover plate type connection piece; and after being overlapped with each other, the support plate side overhanging platform and the supported plate side overhanging platform are fixedly connected by the X-shaped connection piece at the top of the slab and the cover plate type connection piece at the bottom of the slab.

The invention relates to an integral beam-end retractable device suitable for a super-long-span railway steel bridge. The device comprises a basic support structure which is composed of a movable-enddisplacement box, a fixed-end displacement box and a support beam and arranged at the bottom of the beam-end retractable device, wherein the support beam is an integral box-type beam; the device further comprises a plurality of movable steel sleepers, a plurality of fixed steel sleepers, two steel rails and a connecting rod device, wherein the movable steel sleepers and the fixed steel sleepers are arranged in parallel. The retractable device can significantly improve the vertical support stiffness of a beam-end region rail, and open grooves of a main bridge beam end are reduced or even eliminated; meanwhile, the requirement of the beam end for freely extending and retracting in the axial direction of a bridge and displacing to a certain extent in the transverse direction of the bridge ismet at the same time, and a traditional set pattern that a beam-end retractable device and a steel-rail retractable adjuster are designed separately is changed through an integrated design concept.

The invention provides a compression-shear separated variable-stiffness vibration isolation support and a manufacturing method thereof. The support comprises an upper support plate, a lower support plate and a vibration isolation assembly arranged between the upper support plate and the lower support plate. The vibration isolation assembly comprises a vertical vibration isolation assembly and a horizontal vibration isolation assembly. The vertical vibration isolation assembly comprises long vertical springs, short vertical springs, a damper, a limiting block groove and a limiting block. The horizontal vibration isolation assembly comprises a core steel rod, a steel sleeve and a pre-tension sleeve piece. The pre-tension sleeve piece comprises a sliding ring, a unit of shape memory alloy rods and a unit of locking nuts. The support is simple in structure and simple in machining technique, all the parts and components can be obtained and assembled easily, installation is convenient, and the cost performance is high. All the parts of the support are made of metal materials and are good in durability. Meanwhile, the stress path is clear, the vertical force and horizontal force are borneby different parts of the support, compression-shear separation can be effectively achieved. The energy-dissipating capacity and the self-resetting capacity are high. The vertical and horizontal rigidity of the support is adjustable and controllable, and vibration isolation and displacement constrain under different earthquake motions are achieved.

The invention discloses a cable-stayed flexible photovoltaic bracket unit and a photovoltaic bracket. The bracket unit comprises two oppositely arranged upright posts, a stabilization cable and a plurality of main diagonal cables are arranged between the two upright posts, and the two ends of the stabilization cable are respectively connected to the lower parts of the upright posts on the corresponding ends; all main diagonal cables are divided into two groups, each group at least comprises one main diagonal cable, the upper ends of all main diagonal cables of each group are connected to the upper parts of the upright posts on the corresponding ends, the lower ends of the two groups of main diagonal cables are connected with a cross beam, and connection points are uniformly arranged alongthe length direction of the cross beam, and the cross beam is horizontally arranged; and a plurality of slings are equidistantly arranged between the cross beam and the stabilization cable along the vertical direction, the upper ends of all slings are connected with the cross beam, and the lower ends of all slings are connected with the stabilization cable. By adoption of an optimized self-balancing prestressed cable system, the vertical stiffness of the structure is improved, and the vibration problem under the wind load is solved, thereby significantly improving the spanning capability of the photovoltaic bracket, further reducing the floor space, and having relatively high adaptability on complex terrain areas.

The invention provides a conical spring stiffness adjusting method. A conical spring comprises an outer sleeve, a rubber body and a mandrel. The rubber body is vulcanized between the outer sleeve and the mandrel. A flange is arranged outside the lower end of the mandrel. A partition plate is arranged in the rubber body, when the lower end of the inner rubber body between the mandrel and the partition plate moves downwards, the inner rubber body bears dual restraints of the flange and the partition plate, and therefore the vertical stiffness of the conical spring is improved. The vertically distributed partition plate is arranged in the rubber body, so that when the lower end of the inner rubber body between the mandrel and the partition plate moves downwards, an outward convex arc section and an outward convex linear section are gradually attached to the upper surface of the flange and are limited in a space defined by the outer side of the mandrel, the upper surface of the flange and the inner side of the partition plate, so that the vertical stiffness of the conical spring can be greatly improved. The vertically distributed three-section type partition plate is arranged in the rubber body, so that the nonlinearity of the vertical stiffness of the conical spring is improved, and the transverse stiffness of the conical spring is improved.

The invention discloses a suspended type monorail transit track beam, belongs to the technical field of rail traffic and aims at providing the suspended type monorail transit track beam. By improvingthe vibration absorbing performance of the suspended type monorail transit track beam, the train running comfort is improved. The suspended type monorail transit track beam comprises a track beam topplate, track beam web plates and track beam bottom plates, wherein the track beam web plates are arranged on the left and right sides of the track beam top plate, and the track beam bottom plates arearranged on the internal side walls of the track beam web plates; vibration absorbing rubber pads are arranged on the track beam bottom plates; running rails are arranged on the vibration absorbing rubber pads; and the running rails are connected to the track beam bottom plates through fastener systems. The suspended type monorail transit track beam is applicable to the suspended type monorail transit track beams.

The invention discloses a hollow floorslab core mold fixing device, which comprises a bottom die plate, a plate bottom bar-mat reinforcement, a plate top bar-mat reinforcement, a group of core molds and plain concrete cushion blocks, wherein the group of core molds are arranged between the plate bottom bar-mat reinforcement and the plate top bar-mat reinforcement, and are arranged in a matrix manner, the plain concrete cushion blocks are arranged between the tops of the core molds and the plate top bar-mat reinforcement; the plate top bar-mat reinforcement is in bound connection with the plain concrete cushion blocks, and is connected with the bottom die plate through a connecting piece; the cross sections of the core molds are rectangle, gaps are reserved between the bottoms of the core molds and the plate bottom bar-mat reinforcement; four vertical side faces of the core molds are all provided with rebar fixtures, so as to clamp the corresponding core molds among the rebar fixtures; the tops of the rebar fixtures exceed the plate top bar-mat reinforcement, and two side faces of each rebar fixture are respectively tightly pressed on the side faces of two adjacent core molds; vertical supports are arranged among the core molds, the upper ends of the vertical supports are connected with the plate top bar-mat reinforcement and the lower ends of the vertical supports are connected with the plate bottom bar-mat reinforcement. The hollow floorslab core mold fixing device has the advantage that the technical problems of the traditional core mold fixing method that the workload is heavy, the integral bar-mat reinforcement rigidity is low, the core mold is easy to damage and the late repair workload is heavy are solved.

The invention provides a transition structure for preventing and treating bump at bridge-head and a construction method thereof. The structure of the transition structure for preventing and treating the bump at the bridge-head comprises a beam body; bridge abutments are fixedly mounted at the two ends of the beam body; one ends of towing plates are fixedly mounted at the middle parts of the bridgeabutments; the other ends of towing plates are buried in a subgrade; the parts behind the bridge abutments and the upper parts of the towing plates are filled with backfilled earth; combined approachslab members are laid on the upper surface of the backfilled earth; and one ends of the combined approach slab members are fixedly mounted on the external sides of the upper ends of the bridge abutments. The construction method comprises the steps of erecting the bridge abutments molded with brackets, constructing the towing plates on the brackets to form two layers of backfill structures, and arranging the combined approach slab members to improve a bearing structure; and therefore, road surface roughness and breakage at the bridge head connecting part caused by uneven settlement of the backfilled earth in the using process are reduced to realize an effect of preventing and treating the bump at the bridge-head; and meanwhile, through the structure combination, energy saving and environmentally friendly properties are realized, the construction period is shortened, template members are saved, and accuracy and quality are very well guaranteed.

The invention discloses a reinforcing method of a fire-damaged bridge, and belongs to the field of construction methods. The reinforcing method comprises the following steps of for a fire-damaged hollow slab beam or T-shaped beam or small box girder of the bridge, chiseling the loose and fallen concrete at the lower surface of the fire-damaged hollow slab beam or T-shaped beam or small box girder by an artificial chiseling method, and flushing and clearing the concrete at the lower surface of the beam slab by a high-pressure water launce; lifting a steel plate or a steel beam, casting a high-strength adhering material, and reinforcing the damaged part. The reinforcing method has the advantages that the vertical rigidity and integrity of the fire-damaged bridge can be greatly improved, and the operation and carrying capacity of the bridge can be restored as soon as possible; by adopting the bracket-free reinforcing construction method, the problem of insufficient vertical rigidity and transverse integrity of the bridge is solved, and the problem of failure to erect the bracket under the bridge or higher erection cost of the bracket is solved; the consuming time of reinforcing procedure is short, the construction is convenient, and the like.

A large wide airliner multi-position maintenance hangar roof diagonal truss structural system comprises roof bearing columns arranged along three edges of a hangar at intervals and a roof steel structure fixed to the tops of the roof bearing columns and further comprises gate truss bearing columns arranged along the open edge of the hangar and a gate truss fixed to the tops of the gate truss bearing columns. The roof steel structure is connected with the gate truss, the hangar comprises a single-span hangar body and a multi-span hangar body, the roof steel structure comprises a main structural frame covering the hangar and further comprises a diagonal truss and a linear truss which are arranged in the main structure frame, and the linear truss intersects with the diagonal truss. Based on the shortest transfer path theory of force, the diagonal truss and the linear truss are arranged in the hangar, a roof is divided and surrounded, the pressure of the gate truss is effectively relieved, and it is possible to implement the ultralow-airspace height-limited-place ultra-large-span multi-position maintenance hangar.

The invention relates to a design method of wind-resistant system with pipeline suspended cable crossing structure, which comprises: step 1, drawing out the curve elements of horizontal wind resistance cable and conjugate cable; step 2, establishing a finite element model and vibration characteristics thereof; step 3, preliminarily drawing up a model of horizontal wind-resistant cable and conjugate cable; step 4, determining the pre-tension of the horizontal wind-resistant cable and the conjugate cable; step 5, designing a wind cable steering bracket; step 6, assembling a scale model of pipeline suspended cable crossing structure wind-resistant system and carrying out wind tunnel test, verifying the wind-resistant safety performance of the scale model under the limit state; step 7, calculating the cable force of the ultimate main cable, the horizontal wind resistant cable and the conjugate cable, and designing a main cable anchor pier, a conjugate cable anchor pier and a wind cable anchor pier. The design method of wind-resistant system with pipeline suspended cable crossing structure achieves the purpose of resisting horizontal wind load and wind load lifting force, improving thelateral and vertical stiffness of the pipeline suspended cable crossing structure, and providing a new way for solving the problem of wind resistance safety of the pipeline crossing structure under the condition of canyon topography.