2331results about "Bridge materials" patented technology

The invention discloses a self-resetting pier column structural system with a built-in energy dissipation assembly and an implementing method for the self-resetting pier column structural system, and belongs to the field of bridge engineering. The self-resetting pier column structural system consists of a pier column, a bridge abutment, energy dissipation steel bars, non-adhesion prestressed steel bars with an elastic resetting function and an embedded part; in the novel pier column structural system capable of effectively reducing residual deformation and ensuring sufficient energy dissipation, a pier is connected with the bridge abutment through the energy dissipation steel bars and the non-adhesion prestressed steel bars. Compared with the conventional pier column node, the self-resetting pier column structural system has the advantages that: the non-adhesion prestressed steel bars are positioned in the axle center of the pier column, a self-resetting restoring force can be generated, and the problem that the conventional pier has large residual deformation under the action of an earthquake load and cannot serve people any longer can be solved well; the self-resetting pier column structural system is flexible in design and definite in structural stress; the pier is ensured to have sufficient strength and rigidity; and the self-resetting pier column structural system can be implemented by a prefabricating or on-site pouring method, is easy and convenient to construct, and is an advanced and practical novel pier column system.

The invention discloses a damage-controllable self-resetting section prefabricated assembled steel pipe concrete bridge pier and a manufacturing method thereof, and belongs to the field of bridge engineering. An exposed node connecting piece consists of a foot plate, anchor bolts, end connecting plates and buckling restraining sleeves. A connecting plate is mounted between prefabricated steel pipe concrete sections through high-strength bolts; the exposed node connecting piece is connected with each of a cover beam and a bearing platform by utilizing the anchor bolts, and is connected with a prefabricated steel pipe concrete section through the high-strength bolts relying on the end connecting plates. A pre-stressed tendon penetrates through a section prefabricated steel pipe concrete pier; the two ends of the pre-stressed tendon are respectively anchored to the interiors of the bearing platform and the cover beam by using anchorage devices. The energy consumption-controllable self-resetting section prefabricated assembled steel pipe concrete bridge pier disclosed by the invention has the characteristics of small post-seismic residual displacement, high energy consumption capacity, controllable energy consumption, high assembling degree, convenience and quickness in construction process, greenness, high efficiency, energy conservation, environment friendliness, easiness in factory production, convenience and quickness in construction, and the like; the construction period of the pier can be remarkably shortened.

A semiconductor chip production method including the steps of: forming a front side recess in a semiconductor substrate; depositing a metal material in the front side recess to form a front side electrode electrically connected to a functional device formed on the front surface; removing a rear surface portion of the semiconductor substrate to reduce the thickness of the semiconductor substrate to a thickness greater than the depth of the front side recess; forming a rear side recess communicating with the front side recess in the rear surface of the semiconductor substrate after the thickness reducing step; and depositing a metal material in the rear side recess to form a rear side electrode electrically connected to the front side electrode for formation of a through-electrode.

A display controller including a video signal-analyzing unit, a video signal-adjusting unit operable to receive a video signal, to adjust the video signal in accordance with adjustment parameter information, and to feed the adjusted video signal into a display device, and a light source-controlling unit operable to feed a light source-controlling signal into a light source in accordance with light source light-emitting amount information. The video signal-analyzing unit allows timing in which the display device displays a picture in accordance with the adjusted video signal from the video signal-adjusting unit to be synchronized with timing in which the light source changes a light-emitting amount in response to the light source-controlling signal from the light source-controlling unit. As a result, such two different timings are held in a proper relationship with one another, and degradation in image quality is suppressed, which otherwise would result from a change in the light source to become dark and bright. This feature realizes high-quality video display.

A fiber reinforced thermoplastic composite panel is described. One use of the panel is to construct bridge decks although the panel may have several other uses. It comprises two flat plates formed of commingled glass fiber reinforced polypropylene secured in spaced parallel relationship to a core. The core is formed by either two corrugated sheets interconnected together along connecting ridge sections or else by a plurality of elongated FRP channel members disposed transversely between the flat plates. The corrugated sheets or channel members form hollow core spaces between the two flat plates and the core material and these hollow spaces are filled with a filler material to add stability to the panel. Both the flat plates and the core material are formed of commingled glass fiber reinforced polypropylene (FRP).

An apparatus, method, and system for providing a broadcasting service in a Digital Multimedia Broadcasting (DMB) system with a Single Frequency Network (SFN). Networks of shadow and non-shadow regions can be distinguished in the digital broadcasting system. A conditional access system can be used in the shadow region. A terminal can select a service network. A broadcasting providing server encrypts broadcasting service data, generates private and public keys into which predetermined encryption keys are divided to decrypt the encrypted broadcasting service data, sets at least one broadcasting transmitter for transmitting the private key and/or at least one broadcasting transmitter for transmitting the public key, and provides the encryption keys along with the encrypted broadcasting service data. Broadcasting transmitters transmit the encrypted broadcasting service data received from the broadcasting providing server and the private key using the SFN. At least one of the broadcasting transmitters further transmits the public key.

An object model allows code to be developed using a programming environment to access the functionality of an application, in a word processing application, for example. The object model may be used to manipulate one or more data bindings in an application. Code may also be developed using a programming environment for reacting to changes, in either direction, of a content region or a node in XML data associated with one or more data bindings. Code may be developed to define data bindings between file content and content within data in a data store. Additionally, code may be developed that reacts to changes within a bound region of a file or within a data store, trapping or intercepting events, such as edits, additions, deletions, etc.

The invention discloses a design method for longitudinal pre-stressing tendons of a variable-cross-section pre-stressed concrete continuous bridge. The optimization design method for the longitudinal pre-stressing tendons of the pre-stressed concrete continuous bridge is built based on the design principle of the pre-stressed degree and through combining an analytic method with a finite element method and compressively considering dead load and live load action effects. A three moment equation of the variable-cross-section pre-stressed concrete continuous box girder bridge is established to solve the internal force of the structure under the action of the self weight on the basis of the average bending moment method. A calculation formula of pre-stressed effective pre-pressure is built through a load equal effect method and a unit load method; a creep effect calculation formula is built through a force method; the temperature effect and the automobile load effect are calculated through the finite element method; and a variable-cross-section statically indeterminate structure pre-stressing tendon reinforcement calculation formula is obtained through combination of the stress ratio with the definition of the competitive pre-stressed degree.

The invention relates to a method for constructing a segmental prefabricating and assembling swing foundation pier. The pier is assembled by prefabricated segments, and a bearing platform is hinged to a foundation. Except for the uppermost end connected with a cover beam and the bottom end connected with the bearing platform, the middle segments of the pier are same in shape and size. The oblique section of the upper part of the middle pier prefabricated segment slopes and is hollowed into a groove, namely a prefabricated segment groove; the bottom of the middle pier prefabricated segment is manufactured into a bulge with a corresponding shape, namely a prefabricated segment convex slot; the prefabricated segment groove and the prefabricated segment convex slot can realize the assembly of upper and lower pier prefabricated segments and forms the contact connecting surface of the segmental pier. The bottom of the pier is fixedly connected with the bearing platform, and the upper part of the pier is fixedly connected with the cover beam. After the prefabricated segments are assembled, a prestressed cable in a prepared channel is tensioned and anchored. A gap between a pile head and the contact surface of a prepared hole in the bottom of the bearing platform is filled with a rubber material or other elastic materials. The method has the advantages of short construction period, small environmental influence, good vibration isolation effect under earthquake and high anti-seismic property of whole structure.

A transit boarding platform panel comprising a base portion formed from a reinforced composite polymer. The base portion has a top deck and a bottom plate, a first end, a second end, a first side and second side. Between the top deck and bottom plate are a series of internal longitudinal and cross support members. The top deck has a central section and opposite end sections. Detectable warning tiles are mounted to the top surfaces of the end sections. The top surface of the central section has a slip resistant surface. Positive drainage is provided by the top deck to facilitate runoff of any precipitation and prevent standing pools of water. Positive drainage is further provided by the interface between adjacent panels utilizing a ship lap configuration with a drainage channel beneath the joint between adjacent panels.

The invention discloses a streamlined steel-concrete superimposed box girder, which relates to the technical field of bridge engineering and is used for a long-span bridge girder. Two sides of the superimposed box girder are provided with tuyere structures, and a bridge panel adopts a superimposed structure consisting of prefabricated concrete slabs and a post-poured concrete layer. When the box girder is in use, the superimposed box girder is a streamlined single-box single-chamber or single-box multi-chamber cross section; the tuyere structures are polygonal open thin-walled structures; and longitudinal-transverse prestress is applied in the superimposed bridge panel. The box girder effectively improves the torsional rigidity and wind-resistant stability of the section of the girder, remarkably improves the integrity and durability of the bridge panel, and expands the application of superimposed girders in cable-stayed bridges and other long-span bridges.

Disclosed is a device and procedure for coding a block low density parity check (LDPC) code having a variable length. The a device and procedure includes receiving an information word; and coding the information word into a block LDPC code according to a first parity check matrix or a second parity check matrix depending on a length to be applied when generating the information word into the block LDPC code.

The invention discloses a reinforcing method of a masonry arch bridge, which comprises the following steps of: a, planting ribs on an arch ring of the arch bridge along the cambered surface direction of the arch bridge; b, planting ribs at the position close to the two sides, on the circular arc surface of the arch ring along the cambered surface direction of the arch bridge; and c, forming symmetrically distributed reinforced concrete ribs along the distribution direction of the planted ribs in the step a and the step b in a way of casting molding, wherein the cross section of the reinforcedconcrete ribs is L-shaped. The reinforced concrete ribs which are of integral structures are formed along the two sides of the arch ring in the way of planting the ribs and casting concrete, then load can be directly transferred to an arch base through the symmetrically distributed reinforced concrete ribs of which the cross section is L-shaped, and the stress to the reinforced concrete ribs is equal to that to a ribbed arch bridge. When the method is compared with the method of singly increasing the area of the arch ring, the dependence on the primary arch ring is smaller, even the primary arch ring can be supported, the damage to the primary arch ring is small, the requirement of increasing the loading capacity of the masonry arch bridge is met, and the damage to the primary old arch ring is avoided to the maximal degree.

The invention discloses a method for mounting a box arch bridge. The method comprises the following steps: (1) excavating earth and stone work of a main arch abutment, and mounting a cable system; (2) pouring concrete of the main arch abutment and haunch; (3) hoisting the haunch; (4) mounting a bent on the arch; (5) mounting a T beam; and (6) constructing a bridge floor system. In haunch hoisting, after a first arch rib is mounted, a knotted rope used for stabilizing the haunch is detached, and the knotted rope is used for mounting a second haunch, and the like, so that all haunches can be mounted by the first knotted rope. The method simplifies mounting program of the box arch bridge, and greatly saves construction cost.

A modular column system and a method of constructing the same are constructed by stacking at least one precast unit between a foundation section and a coping section. The precast unit makes use of an internally confined hollow column unit fabricated in advance, and joint sections between the precast units are firmly formed. Thereby, the modular column system can realize a short construction period and economy because reinforcement bars and forms are not used, as well as high resistance to bending moment and reduction in cross section and self-weight of the precast unit, and thus the modular column system can provide easier and more economical assembly, and prevent brittle fracture of the joint section between the precast units.

The invention discloses a steel tube arch rib vertical lifting method, which comprises the following steps: separating the steel tube arch rib into two side sections and middle-section closure sections, taking an arch hinge of a side section arch springing as a rotating point and vertically lifting the two side sections of the steel tube arch rib, adopting a temporary support for respectively stabilizing the two side sections on two lifting towers after reaching a set position; lifting the middle-section closure sections of the steel tube arch rib which is butt-jointed and closed with the twoside sections; the side sections and the middle-section closure sections can be split into two to four pieces of processing sections; the maximum weight of all sections is less than 20 tons; and all the sections can be assembled and welded on the spot before lifting. The steel tube arch rib vertical lifting method has the beneficial effects that the method has little constructional investment, clear structural force, shortcut and convenient construction process, and effectively solves the technical problem that the steel-tube arch is transferred and assembled into in a hoisting section in theconstruction process of a little span, low height and first-beam and post-arch arch bridge and the section of the steel-tube arch is arranged in place.

A truss-type corrugated steel web composite beam with an open bottom chord belongs to a bridge support member. The bottom chord opened and truss-type corrugated steel web composite beam comprises an upper wing edge concrete slab, a corrugated steel web and a bottom chord opened truss-type rectanglar steel tube concrete member. Compared with steel truss-type web composite corss section, the invention adopts the corrugated steel web with rather high shear strength to replace a steel web member, so as to guarantee quite high shear bearing capacity. The opened truss-type bottom chord is composed of two parallel-arranged rectanglar steel tubes arranged in parallel and internally cast concrete, as well as horizontal braces and batter braces between the rectanglar steel tubes. Moreover, the bottom chord adopts the steel tube concrete member to overcome the problem of rather high work volume that, in traditional composite cross section of corrugated steel web box beams and steel truss-type webs, such execution measures as scaffolding, formwork-support, concrete casting and etc. should be taken for lower wing edge concrete slabs. Meanwhie, the invention can effectively improve structure crack resistance, avoid crackage exposure and etc, and considerably increase structure durability. The bottom chord is a brace-connected open-type structure with advantages of simple structure and fast, smooth and convenient execution.

An automated weldless inter-locking grating assembly for bridge decks and the like which includes a plurality of primary load-bearing members located laterally, a plurality of transverse secondary load-bearing members and a plurality of trimorphic load-bearing members. Secondary load-bearing structural members are inserted sideways into apertures of primary load-bearing members and trimorphic load-bearing members. Thus, when a horizontal force is applied to alternate primary or trimorphic load-bearing members or any combination thereof, rotation of secondary load-bearing member or members occur to efficiently and automatically lock secondary load-bearing member or members into primary and trimorphic load-bearing member or members completing assemblage thereof into a rigid structural form.

The present invention discloses a polyaryletherketone composite material and a preparation method thereof. The polyaryletherketone composite material comprises the following components, by weight, 40-99.8 parts of a polyaryletherketone resin, 0.1-20 parts of a polytetrafluoroethylene resin, 0-20 parts of fibers, 0.1-30 parts of a solid lubricant, and 0-15 parts of a filler, wherein various components are completely mixed and grinded into fine powder, and the fine powder is subjected to molding forming to prepare the material. According to the present invention, polyaryletherketone modification is performed so as to prepare the polyaryletherketone composite material with characteristics of high wear resistance and good lubricity; test results show that an average friction coefficient of the composite material is not higher than 0.15, and an average wear rate is less than 10<-8> mm<3>/Nm; and the polyaryletherketone composite material is made into a bridge bearing used in the bridge field, and a high elasticity polyurethane is matchedly adopted as a pressure bearing plate and sealing ring buffer material so as to substantially improve mechanical properties of the bridge bearing and improve a service life of the bridge bearing.

The invention discloses a steel truss web combined PC beam, comprising a reinforced concrete top plate and a reinforce concrete base plate as well as at least two lines of base steels; wherein the reinforced concrete top plate and/or reinforced concrete base plate are/is provided with a tensioned prestressing reinforcement, the base steels are discontinuously arranged along the length direction of the beam and are anchored on the reinforced concrete base plate, one end of steel truss web is fixedly connected with the base steel, the other end thereof is fixedly connected with a top steel, the top steel is formed with at least two lines of steel truss webs which are discontinuously arranged along the length direction of the beam and are anchored on the reinforce concrete top plate, each line of steel truss web is fixedly connected with base steel and top steel, so as to be in a shape that a plurality of continuous 'V' shapes are combined. The invention also discloses a construction method of the steel truss web combined PC beam. The invention makes the best of the advantages and properties of reinforced concrete and steel, dead weight is lighter, rigidity of web is high, steel is saved to the utmost extent, construction process is simple, footboard framework support is saved, and appearance is beautiful, thus having obvious economic benefit and wide application in the field of bridge construction.

The invention discloses a bridge support sliding material, which is prepared through following steps: mixing organic resin, fiber, solid lubricant and filler, stirring, pressing and sintering; the weight content of organic resin is 35-99.8%, solid lubricant is 0.1-30%, fiber is 0.1-20%, filler is 0-15%; the organic resin employs politef or super molecular weight polyethylene as resin basic material. The material is characterized by good self-lubricating property and abradability, large bearing capacity, which is two to three times of that of pure PTFE, good creep resistance, low production cost, and wide usage as support bearing for high speed Railway Bridge.

A medical device having a releasable retaining includes needle cannula connected to a hub having an open proximal end with a frusto-conically shaped cavity therein. The cavity is part of a passageway through the hub which is in fluid communication with the lumen of the needle cannula. A retaining element is releasably connected to the hub. The hub includes an aperture and at least one protuberance projecting into the aperture for engaging the frusto-conically shaped tip of a fluid delivery device. The protuberance is shaped to offer less resistance to hub movement in a direction of engagement than in a direction of disengagement with the tip. The retaining element is connected to the hub so that when the hub is engaged to the tip, the force required to disengage the retaining element from the tip is greater than the force required to disengage the retaining element from the hub.

The invention provides a shear force connecting part, a combination beam comprising the shear force connecting part and a construction method of the combination beam, and relates to the technical field of support beam structures in a road bridge and a building. Aiming at the problems that according to an existing method, additional stress is exerted on a shear force connecting part, so that pre-pressing stress of a concrete slab is poor in effect, and according to a combination beam, stress weak links or corrosion channels exist on connecting interfaces of different materials, the connecting part comprises a pre-buried steel plate, and at least one set of high-strength bolt connection pairs is arranged on the pre-buried steel plate. Each high-strength bold connection pair at least comprises a bolt, a number-one fastening nut and a number-two fastening nut, wherein the number-one fastening nut is connected to the fixed end of the bolt, and the number-two fastening nut is connected to the free end of the bolt. The construction method includes the steps that step1, the free ends of the bolts in the shear connecting parts are buried in a poured concrete slab, and the number-one fastening bolts are loosened; step2, after the concrete slab reaches designed strength and an age, pre-stress tensioning is performed on the concrete slab; step3, the number-one fastening nuts are tightened, and construction of the combination beam is finished. The construction method is particularly suitable for constructing the support beams in the road bridge and the building.

The invention relates to a method for determining bearing capacity of a concrete-filled steel tube under various stressing conditions, which is characterized by solving the technical problems that the bearing capacity of the concrete-filled steel tube under various stressing conditions can not be determined simply, conveniently and directly, and providing a safety evaluation method of a concrete-filled steel tubular member under the complex loading combination of pressure, bending moment, shearing force and torsion moment. The concrete-filled steel tube is under the action of pressure, bending moment, shearing force and torsion moment, and the safety evaluation method comprises the following steps of: collecting the relative parameters of the concrete-filled steel tube; collecting the compressive strength design valves of steel and concrete in the concrete-filled steel tube, and collecting the cross sections of the steel tube and the concrete in the concrete-filled steel tube; and determining the bearing capacity of the concrete-filled steel tube: the bearing capacity of the concrete-filled steel tube under the action of pressure, bending moment, shearing force and torsion moment meets the equation shown in the specification.

A construction method of reinforcing a large-span concrete structure with prestressed carbon fiber sheet comprises the following steps of forming bolt embedding holes on the side surface to be reinforced of the large-span concrete structure, and embedding high-strength bolts of different specifications into the bolt embedding holes through adhesive glue; fabricating stretch sheet fixing portions, stretch sheet moving portions and stretch power fixing portions; mounting the stretch sheet fixing portions, stretch sheet moving portions, stretch sheet assembling units, stretch power fixing portions and stretch power portions, wherein the stretch sheet assembling units, the stretch power fixing portions and the stretch power portions are made of carbon fiber materials; stretching stretch sheet; and removing stretching power and tightly pressing and adhering the stretch sheet onto the surface of the large-span concrete structure. The construction method of reinforcing the large-span concrete structure with the prestressed carbon fiber sheet can achieve the gapless adhesion between the prestressed stretch sheet and the concrete structure to be reinforced, facilitate the coordination of the uniform stress force of the same sections of the carbon fiber filaments of the stretch sheet, improve the integral stress performance of the prestressed carbon fiber sheet and the coordination deformation capability of the prestressed carbon fiber sheet and the concrete structure and give full play to the high-strength characters of the carbon fiber sheet.

The invention discloses a tension-fabricated bridge with prestressed hollow-plate-girders and middle transverse partitions and a construction method of the tension-fabricated bridge with prestressed hollow-plate-girders and middle transverse partitions. The existing prestressed hollow plate girder bridge connected via hinge joints is easy to crack and break or fail in bending and shearing. The tension-fabricated bridge with prestressed hollow-plate-girders and middle transverse partitions comprises prestressed hollow plate girders, longitudinal prestressed pipes, longitudinal prestressed steel strands, girder-end anchors, mid-span transverse partitions, transverse prestressed steel pipes, transverse prestressed steel strands, inter-plate-girder connecting rebars, inter-plate-girder longitudinal stressed rebars, cast-in-place connecting section concrete, side-beam lateral anchors and deck pavement rebars. The transverse partitions are disposed in the middle of the span of the prestressed hollow-plate-girders, and the reserved prestressed pipes are embedded for transverse prestressed tension of the prefabricated bridge. Therefore, single-slab stress, deck cracking and bridge plate bottom cracking of the traditionally assembled hollow plate girder bridge are effectively avoided, and structural durability is enhanced. The construction method is simple and practical and has evident economic technical benefit.

The invention discloses an assembly type steel plate combined beam bridge based on a reinforced concrete combined bridge deck slab and a construction method of assembly type steel plate combined beam bridge. The steel plate combined beam bridge comprises a main beam supporting structure composed of multiple main steel beams, and multiple reinforced concrete combined bridge deck slab sections installed on the main beam supporting structure from front to back, wherein the multiple main steel beams are I-beam main beams distributed in the longitudinal bridge direction. The reinforced concrete combined bridge deck slab sections comprise multiple reinforced concrete combined bridge deck slab units distributed from left to right. Longitudinal cast-in-place concrete structures are evenly distributed over the main steel beams. The construction method includes the steps of firstly, bridge lower portion supporting structure construction, secondly, main steel beam erection construction, thirdly, reinforced concrete combined bridge deck slab section installation, fourthly, longitudinal connecting reinforcing steel bar penetration, and fifthly, longitudinal cast-in-place concrete structure pouring construction. The assembly type steel plate combined beam bridge is reasonable in design, easy and convenient to construct, good in use effect, excellent in mechanical performance, high in installing and detaching construction speed, short in construction period and capable of effectively solving the problem that the main beam interval is too large.

A segment-assembled type pier column member with a steel-concrete composite structure includes a reinforcement tube embedded in a pile cap, wherein the reinforcement tube is connected with a bottom of a lower segment of a hollow steel tube pier and is poured with concrete, and pier columns in upper and lower segments are reinforced by means of segment connecting and being embedded with local reinforcing meshes. A steel cross beam is connected with an upper segment of the hollow steel tube pier in an assembled way. A pre-stressed tensioning duct is reserved between the steel cross beam and the pier column in the upper segment.

The invention relates to a bamboo bridge, which comprises a support element, a bamboo main beam, a bamboo baffle beam and a bridge panel, wherein the bamboo main beam is mounted on the support; the bamboo baffle beam is mounted between two opposite bamboo main beams; the bridge panel is laid above the bamboo baffle beam. The invention has simple structure and low cost.

The invention relates to a self-balancing external prestressing strengthening method for a bridge structure. The self-balancing external prestressing strengthening method is characterized by comprising the following steps of: carrying out interface processing at a connecting place (5) of a top flange of a concrete beam; (2) inserting reinforced bars at the connecting place (5) of the top flange of the concrete beam; (3) installing the reinforced bars at the connecting place (5) of the top flange of the concrete beam; (4) installing the reinforced bar of a steering block (6) and a diverter (9) at the bottom of the beam; (5) symmetrically adding diaphragm plates at a place far away from the end of the beam by 2-3m, and installing an anchorage device (10); (6) concreting the connecting place (5) of the top flange of the beam, the steering block (6) and the newly added diaphragm plates (8); and (7) installing and tensioning an anchoring external cable, thus obtaining a self-balancing external prestressing strengthening structure. An external prestressing system can be used for detecting and adjusting the stress of the cable at any time, inspecting the corrosion condition of the cable and can also be used for maintaining and replacing the cable when necessary. The self-compacting concrete solves the problems of dense reinforcement assembly, complex structure, narrow space of formworks and traditional structural members, cavities caused by the blocking of aggregates and the like, effectively ensures the dense degree of placing concrete and increases the strengthening effect. The self-balancing external prestressing strengthening method can be used for strengthening heavy railroad brides, concrete box girders and T beams.