CN212175442U - Novel steel box girder structure - Google Patents
Novel steel box girder structure Download PDFInfo
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- CN212175442U CN212175442U CN202020106602.6U CN202020106602U CN212175442U CN 212175442 U CN212175442 U CN 212175442U CN 202020106602 U CN202020106602 U CN 202020106602U CN 212175442 U CN212175442 U CN 212175442U
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Abstract
The utility model relates to a novel steel box girder structure, which comprises a girder, a beam and a girder diaphragm plate, wherein the girder comprises a double flat box structure, a plurality of beams are vertically erected between two boxes of the double flat box, the beams comprise small beams, end beams and a middle fulcrum beam, the middle fulcrum beam is filled with cement concrete, and the small beams are positioned between the end beams and the middle fulcrum beam; the main beam diaphragm plates are positioned in the double flat boxes and are parallel to the cross beams or are in the same plane with the cross beams, and the cross beams are connected with the main beam diaphragm plates through butt welding seams. The utility model discloses can effectively reduce the roof beam body height, especially be fit for the small radius curve of grade separation ramp and the restriction part of roof beam height, adopt the steel sheet to replace the reinforcing bar to undertake vertical and horizontal atress at the bottom of the novel concrete driving plate system board, can accomplish the whole widen transition of ramp bifurcation in the processing factory, be convenient for construct and do benefit to the structure atress.
Description
Technical Field
The utility model relates to a bridge engineering technical field, in particular to novel steel box girder construction.
Background
The steel structure has the advantages of light dead weight, uniform material, stable quality, easy factory manufacture, assembly construction, convenient recycling and the like, and is popular in the world bridge world. In China, the development level of the economic society and the steel production capacity are restricted, and the steel structure bridge is mainly used for a super-large span bridge. With the improvement of steel productivity and the progress of steel structure bridge construction technology, and the proposal of new development concept of 'innovation, coordination, green, openness and sharing' of the national propulsion supply side structural reform and the 'innovation, coordination, green, openness and sharing', the propulsion of the steel structure bridge construction becomes an industry consensus. With the improvement of steel productivity and the progress of steel structure bridge construction technology, China has possessed the material foundation and technical conditions for popularizing steel structure bridges.
However, at present, a case of multi-chambered steel case roof beam is with steel volume is big, and the cost is higher, compares the concrete bridge and does not have the advantage, in view of this, the utility model provides a novel two flat box girder simple structure, it is less with the girder steel, economic performance is good, and hoist and mount, construction convenience, for cast in situ concrete and two flat steel case roof beam leap ability of prestressed concrete roof beam are great, can effectively reduce interim support between the mound, effectively reduce pier quantity and reach more than 40%, effectively optimize substructure space, beautify the view under the bridge. The steel plate replaces the reinforcing steel bars at the bottom of the concrete roadway slab system, the steel plate serves as a bottom die and replaces the reinforcing steel bars to bear longitudinal and transverse stress, construction is simple and convenient compared with a traditional mode, and construction period is greatly shortened. The utility model provides a two flat case roof beam structures have considered the requirement of intercommunication grade separation ramp small radius curve, and novel two flat case structures can also effectively reduce the roof beam body height. The existing standard is broken through in the calculation process, the structure design and calculation are carried out by adopting the Misses strength theory, and the economical efficiency of the method is superior to that of a cast-in-place concrete beam and a prestressed concrete beam.
SUMMERY OF THE UTILITY MODEL
The utility model aims to utilize above-mentioned structure, optimize current steel box girder construction and current concrete driving guidance tape system, provide a novel steel box girder construction.
In order to realize the purpose, the technical scheme of the utility model is that: a novel steel box girder structure comprises a girder, cross beams and a girder diaphragm plate, wherein the girder comprises a double-flat box structure, a plurality of cross beams are vertically erected between two boxes of the double-flat box, each cross beam comprises a small cross beam, an end cross beam and a middle fulcrum cross beam, cement concrete is poured at the middle fulcrum cross beam, and the small cross beams are positioned between the end cross beam and the middle fulcrum cross beam; the main beam diaphragm plates are positioned in the double flat boxes and are parallel to the cross beams or are in the same plane with the cross beams, and the cross beams are connected with the main beam diaphragm plates through butt welding seams.
By the scheme, the double flat boxes have flat structures, so that the height of the main beam can be reduced on the whole, the steel consumption can be reduced, and the dead weight is light; in addition, as the bridge span is long and is very weak relative to the transverse connection of each box, the cross beams are required to be arranged, the cross beams are connected between the two boxes of the double flat boxes to prevent the main beam from tilting and destabilizing and play a role in load distribution, and the cross beams are vertically erected between the two boxes; the main beam diaphragms are members arranged between the beams for enhancing the transverse rigidity, and act on live loads distributed on the bridge. The stability of the steel box girder in all directions is higher, and the stability can be well maintained when the long spanning capacity is achieved, so that the number of the pier columns is reduced. The cross beam and the transverse clapboard of the main beam are connected through butt welding seams, so that the air tightness and the water tightness are good, the structural rigidity is also high, and the structural integrity is good.
Preferably, the main beam diaphragm plate comprises a c-type diaphragm plate, a c '-type diaphragm plate, a d-type diaphragm plate and a d' -type diaphragm plate, and the middle fulcrum cross beam main beam diaphragm plate and the end cross beam main beam diaphragm plate; the c-shaped diaphragm plate and the c' -shaped diaphragm plate are reinforced diaphragm plates, and a square manhole is drawn in the middle of the diaphragm plates; the d-type diaphragm plate and the d 'type diaphragm plate are structural diaphragm plates, a middle manhole is rectangular, a plurality of grooves are formed in the positions, corresponding to the stiffening ribs of the bottom plate, of the d' type diaphragm plate, and the number of the grooves is more than that of the d-type diaphragm plate; manhole opening is not made to middle fulcrum crossbeam girder cross slab and end crossbeam girder cross slab, middle fulcrum crossbeam girder cross slab has set up top bottom plate stiffening rib fluting.
Through the scheme, the transverse clapboards of the main beams are arranged in various types, and the transverse clapboards of each type of main beam are different in structure, so that the main beams in corresponding positions are prevented from being distorted, and the stability of the main beams is further kept; the distortion effect and the rigid torsion effect of the steel box girders with a large number of diaphragm plates under the action of concentrated load are superior to those of concrete box girders, and torsion and vibration are not easy to generate.
Preferably, the little crossbeam includes little crossbeam upper flange board, little crossbeam web, little crossbeam lower flange board, the little crossbeam web is located between little crossbeam upper flange board and the little crossbeam lower flange board, and perpendicular with little crossbeam upper flange board and little crossbeam lower flange board, little crossbeam department girder cross slab adopts c type cross slab, c type cross slab perpendicular to little crossbeam upper flange board and little crossbeam lower flange board just are in the coplanar with the little crossbeam web.
Through the scheme, the small cross beam web plate and the upper and lower flange plates form an I-shaped small cross beam structure, the structure improves the shearing resistance and also bears partial bending moment, the small cross beam is a main link for connecting the double flat boxes, and if the stability of the small cross beam is improved, the stability of the main beam of the double flat boxes can be enhanced; the girder diaphragm plate at the small cross beam adopts a c-shaped diaphragm plate, the c-shaped diaphragm plate is positioned in the double flat box body and becomes the girder diaphragm plate corresponding to the small cross beam, the c-shaped diaphragm plate is matched with the small cross beam and then matched with the stiffening rib of the box body, the girder diaphragm plate and the small cross beam are fixed into a whole, and the stability of the small cross beam and the double flat box body is enhanced.
Preferably, the end beam comprises an end beam upper flange plate, an end beam lower flange plate, an end beam web plate and an end beam stiffening plate, the end beam web plate is positioned between the end beam upper flange plate and the end beam lower flange plate and is perpendicular to the end beam upper flange plate and the end beam lower flange plate, the end beam stiffening plate is positioned between the end beam upper flange plate and the end beam lower flange plate and is perpendicular to the end beam upper flange plate, the end beam lower flange plate and the end beam web plate, and the joint of the end beam and the double flat boxes is an end beam main beam transverse partition plate.
Through the scheme, after the structure of the end beam adopts the I-shaped transverse partition plate, the stability of the end beam is improved by utilizing the end beam stiffening plate; the end cross beam is a cross beam at a pier, and the structural arrangement of the end cross beam and the diaphragm plate of the main beam of the connecting end cross beam are used for bearing and playing a part of load on the dispersed longitudinal beam.
Preferably, the middle fulcrum beam comprises a middle fulcrum beam upper flange plate, a middle fulcrum beam lower flange plate, a middle fulcrum beam web plate and a middle fulcrum beam stiffening plate, the middle fulcrum beam web plate is positioned between the middle fulcrum beam upper flange plate and the middle fulcrum beam lower flange plate and is perpendicular to the middle fulcrum beam upper flange plate and the middle fulcrum beam lower flange plate, the middle fulcrum beam stiffening plate is positioned between the middle fulcrum beam upper flange plate and the middle fulcrum beam lower flange plate and is perpendicular to the middle fulcrum beam upper flange plate, the middle fulcrum beam lower flange plate and the middle fulcrum beam web plate, and a middle fulcrum beam transverse partition plate is arranged at the joint of the middle fulcrum beam and the double flat boxes.
Through the scheme, the structure of the end cross beam of the middle fulcrum cross beam is the same, and the stability of the beam body and the load dispersion are guaranteed.
Preferably, the transverse clapboard of the main beam between the end cross beam and the small cross beam is a c' -shaped transverse clapboard; the main beam diaphragm between the middle fulcrum cross beam and the small cross beam is a d' type diaphragm, and a d type diaphragm is arranged between the c type diaphragms at the small cross beam.
Through the scheme, the main beam diaphragm plates are different in structure according to the difference of the positions, and the different structures are arranged in different positions according to structural mechanics calculation, so that the stability of the steel box girder structure formed by the main beam diaphragm plates, the cross beam and the box body is higher.
Preferably, every case room of two flat case structures contains roof, bottom plate, web stiffening rib, roof stiffening rib, bottom plate stiffening rib, and the web is located between roof and the bottom plate and perpendicular to the two, and the roof stiffening rib is located roof below and perpendicular to roof, and the bottom plate stiffening rib is located the bottom plate and perpendicular to bottom plate, and web stiffening rib is perpendicular to the web.
Through the scheme, the box chamber of the steel box girder is provided with the top plate stiffening rib, the bottom plate stiffening rib and the web plate stiffening rib mainly because the plate is thin and is easy to be locally unstable. The stiffening ribs in all directions can uniformly disperse external force, so that local deformation of the box chamber is avoided, and the box chamber with the structure is firmer as a main beam on the whole.
Preferably, the structure further comprises a concrete roadway slab system, wherein the bottom of the concrete roadway slab system adopts a bottom steel plate to replace a steel bar to bear longitudinal and transverse stress, the top of the concrete roadway slab system is provided with a steel bar net, and the concrete roadway slab system and the double flat steel box girders are provided with connecting pieces.
Through above-mentioned scheme, the steel sheet is adopted to concrete driving plate system bottom and is replaced the reinforcing bar, adopts the rice sais theoretical calculation of checking of intensity to be feasible completely, and the bottom steel sheet is as the die block, and the construction is convenient more quick, and simultaneously at thread and ramp bifurcation department, the bottom steel sheet can one shot forming, and the construction is convenient and has good atress performance.
Preferably, shear pins are arranged between the concrete roadway plate system and the double flat steel box girders to serve as connecting structures.
Through the scheme, the shear nails are mainly used for connecting the concrete running plate system and the double flat steel box girders into a whole, transmitting the longitudinal shear force between the concrete running plate system and the double flat steel box girders and avoiding the separation of the concrete running plate system and the double flat steel box girders. The arrangement of the shear nails takes the stress in the transverse bridge direction and the longitudinal bridge direction of the bridge into consideration and is designed by adopting the pythagorean theorem.
The utility model has the advantages that:
1. the utility model discloses a novel steel box girder adopts two flat case structures, can effectively reduce the roof beam body height, especially is fit for the small radius curve of grade separation ramp (R is more than or equal to 50 meters) and the roof beam height has the restriction part. The utility model discloses a steel-concrete composite beam structure can effectively reduce interim support between the mound through the top construction of pushing away, adopts this novel structure, and the leap over ability reaches, and the average diameter of strideing is 35 meters, can reduce pier quantity and reach more than 40%, effectively optimizes substructure space, beautifies the view under the bridge. The novel bridge structure can change the disordered and staggered distribution state of pier columns in the design of the existing interchange bridge, and is used for correcting the design consciousness form of the existing interchange bridge.
2. Novel concrete driving plate system covers on novel steel box girder, adopts the steel sheet to replace the reinforcing bar at the bottom of novel concrete driving plate system board and undertakes indulging horizontal atress, can accomplish the whole widen transition of the bifurcation of ramp at the processing factory, is convenient for construct and does benefit to the structure atress. The concrete roadway slab system carries out structural calculation according to the Misses strength theory, utilizes the steel plate to replace a bottom longitudinal and transverse stress reinforcing steel bar and a concrete structure bottom die, and has the advantages that the stress meets the standard requirement, the construction is convenient and fast, and the construction period is short.
Drawings
FIG. 1 is a schematic plan view of a double flat steel box girder;
FIG. 2 is a schematic view of the cross section structure of the double flat box girder of the present invention;
FIG. 3 is a schematic view of a double flat box girder box compartment configuration;
FIG. 4 is a schematic view of a small beam configuration;
FIG. 5 is a cross-sectional view of a small beam;
FIG. 6 is a schematic view of an end beam configuration;
FIG. 7 is a cross-sectional view of the end rail;
FIG. 8 is a schematic view of a mid-pivot beam configuration;
FIG. 9 is a cross-sectional view of the mid-fulcrum beam;
FIG. 10 is a schematic view of a c-shaped diaphragm;
FIG. 11 is a schematic view of a c' -shaped diaphragm;
FIG. 12 is a perspective view of a d-shaped rail plate;
FIG. 13 is a schematic view of a d' type diaphragm;
FIG. 14 is a main beam bulkhead at the center sill;
FIG. 15 is a main beam bulkhead at an end beam;
FIG. 16 is a schematic view of a double flat steel box girder concrete roadway slab system;
FIG. 17 is a schematic diagram of a main ramp bifurcation;
FIG. 18 is a shear pin construction diagram.
In the figure: 1-top plate, 2-bottom plate, 3-web, 100-top plate stiffener, 200-bottom plate stiffener, 4-small beam upper flange plate, 5-small beam lower flange plate, 6-small beam web plate, 7-end beam upper flange plate, 8-end beam lower flange plate, 9-end beam web plate, 10-end beam stiffener, 11-middle fulcrum beam upper flange plate, 12-middle fulcrum beam lower flange plate, 13-middle fulcrum beam web plate, 14-middle fulcrum beam stiffener, 15-small beam, 16-middle fulcrum beam, 17-end beam, 18-girder transverse partition plate; 181-c type diaphragm plate, 182-c 'type diaphragm plate, 183-d type diaphragm plate, 184-d' type diaphragm plate, 185-middle pivot beam main beam diaphragm plate, 186-end beam main beam diaphragm plate, 19-bottom steel plate, 20-web stiffening rib, 21-shear nail and 22-concrete roadway slab system.
Detailed Description
To describe the present invention more specifically, the technical solution of the present invention will be described in detail below with reference to the accompanying drawings and the detailed description.
Example 1:
as shown in fig. 1 and 2, a novel steel box girder structure comprises a girder, beams and a girder diaphragm 18, wherein the girder comprises a double-flat box structure, a plurality of beams are vertically erected between two boxes of the double-flat box, the beams comprise small beams 15, end beams 17 and a middle fulcrum beam 16, and the small beams 15 are positioned between the end beams 17 and the middle fulcrum beam 16; the main beam diaphragm 18 is positioned in the double flat box and is parallel to the cross beams or in the same plane with the cross beams, and the cross beams 15 are connected with the main beam diaphragm 18 through butt welding seams.
And cement concrete is poured at the middle fulcrum beam.
By the scheme, the double flat boxes have flat structures, so that the height of the main beam can be reduced on the whole, the steel consumption can be reduced, and the dead weight is light; in addition, as the bridge span is long and is very weak relative to the transverse connection of each box, the cross beams are required to be arranged, the cross beams are connected between the two boxes of the double flat boxes to prevent the main beam from tilting and destabilizing and play a role in load distribution, and the cross beams are vertically erected between the two boxes; the main beam diaphragms are members arranged between the beams for enhancing the transverse rigidity, and act on live loads distributed on the bridge. The stability of the steel box girder in all directions is higher, the stability can be well maintained while the long spanning capability is achieved, and therefore the number of the pier columns is reduced. The cross beam and the transverse clapboard of the main beam are connected through butt welding seams, so that the air tightness and the water tightness are good, the structural rigidity is also high, and the structural integrity is good.
As a further optimization of the scheme, as shown in fig. 1, the girder bulkheads 18 include a c-type bulkhead 181, a c '-type bulkhead 182, a d-type bulkhead 183, a d' -type bulkhead 184, a mid-fulcrum girder bulkhead 185, and an end girder bulkhead 186;
the c-shaped diaphragm plate 181 and the c' -shaped diaphragm plate 182 are reinforced diaphragm plates, and a square manhole is drawn in the middle (as shown in fig. 10 and 11); the d-type diaphragm plate 183 and the d' -type diaphragm plate 184 are structural diaphragm plates, and the middle manhole is rectangular; the d' type diaphragm 184 has a plurality of slots corresponding to the bottom plate stiffening ribs, and the number of the slots is more than that of the d type diaphragms 183 (as shown in fig. 12 and 13); the mid-pivot beam girder diaphragms 185 and the end beam girder diaphragms 186 are not manholed (as shown in fig. 14 and 15), and the mid-pivot beam girder diaphragms 185 are provided with top and bottom plate stiffening rib slots.
The transverse clapboards of the main beams are arranged in various types, and the transverse clapboards of each type of main beam are different in structure, so that the main beams are prevented from being distorted, and the stability of the main beams is further kept; the distortion effect and the rigid torsion effect of the steel box girders with a large number of diaphragm plates under the action of concentrated load are superior to those of concrete box girders, and torsion and vibration are not easy to generate. The c-type diaphragm plate 181, the c '-type diaphragm plate 182, the d-type diaphragm plate 183 and the d' -type diaphragm plate 184 are provided with a plurality of slots corresponding to the bottom plate stiffening ribs of the steel box girder, the slots are clamped with the bottom plate stiffening ribs, the diaphragm plate has better fixing performance and higher integral stability; and the main beam diaphragm plates corresponding to the end beam diaphragm plate and the middle fulcrum beam diaphragm plate are not provided with slots.
As a further optimization of the solution, as shown in fig. 1, the main beam diaphragm between the end beam 17 and the small beam 15 is a c' type diaphragm 182; the main beam diaphragm 18 between the middle fulcrum beam 16 and the small beam 15 is a d' type diaphragm 184; and a d-shaped diaphragm plate 183 is arranged between the c-shaped diaphragm plates 181 at the small cross beam 15.
The girder diaphragm is all for preventing that the girder from producing the distortion, and in order to keep the girder stable, the position setting is calculated according to structural mechanics and is arranged, therefore the position setting stability of these several kinds of different types of diaphragms is good.
Example 2:
the differences between this example and example 1 are: the specific structure of the small cross beam, the end cross beam and the middle pivot cross beam and the corresponding main beam diaphragm plates is optimized so as to solve the problem of stability of the small cross beam, the end cross beam and the middle pivot cross beam.
As shown in fig. 4 and 5, the small beam 15 includes a small beam upper flange plate 4, a small beam web plate 6, and a small beam lower flange plate 5, the small beam web plate 6 is located between the small beam upper flange plate 4 and the small beam lower flange plate 5, and is perpendicular to the small beam upper flange plate 4 and the small beam lower flange plate 5, the girder transverse partition plate 18 at the small beam 15 adopts a c-shaped transverse partition plate 181, and the c-shaped transverse partition plate 181 is perpendicular to the small beam upper flange plate 4 and the small beam lower flange plate 5, and is on the same plane with the small beam web plate 6.
Through the scheme, the small cross beam web plate and the upper and lower flange plates form an I-shaped small cross beam structure, the structure improves the shearing resistance and also bears partial bending moment, the small cross beam is a main link for connecting the double flat boxes, and if the stability of the small cross beam is improved, the stability of the main beam of the double flat boxes can be enhanced; the girder diaphragm plate at the small cross beam adopts a c-shaped diaphragm plate, the c-shaped diaphragm plate is positioned in the double flat box body and becomes the girder diaphragm plate corresponding to the small cross beam, the c-shaped diaphragm plate is matched with the small cross beam and then matched with the stiffening rib of the box body, the girder diaphragm plate and the small cross beam are fixed into a whole, and the stability of the small cross beam and the double flat box body is enhanced.
As shown in fig. 6 and 7, the end beam 17 includes an end beam upper flange plate 7, an end beam lower flange plate 8, an end beam web 9, and an end beam stiffener plate 10, the end beam web 9 is located between the end beam upper flange plate 7 and the end beam lower flange plate 8 and perpendicular to the two, the end beam stiffener plate 10 is located between the end beam upper flange plate 7 and the end beam lower flange plate 8 and perpendicular to the end beam upper flange plate 7, the end beam lower flange plate 8 and the end beam web 9, and the joint of the end beam 17 and the double flat boxes is an end beam main beam transverse partition plate 186.
Through the scheme, after the structure of the end beam adopts the I-shaped transverse partition plate, the stability of the end beam is improved by using the end beam stiffening plate 10; the end cross beam is a cross beam at a pier, and the structure of the end cross beam and the diaphragm plate of the main beam of the connecting end cross beam are mainly used for bearing and playing a part of load on the dispersed longitudinal beam.
As shown in fig. 8 and 9, the middle fulcrum beam 16 includes a middle fulcrum beam upper flange plate 11, a middle fulcrum beam lower flange plate 12, a middle fulcrum beam web 13, and a middle fulcrum beam stiffening plate 14, the middle fulcrum beam web 13 is located between the middle fulcrum beam upper flange plate 11 and the middle fulcrum beam lower flange plate 12 and is perpendicular to the middle fulcrum beam upper flange plate and the middle fulcrum beam lower flange plate 12, the middle fulcrum beam stiffening plate 14 is located between the middle fulcrum beam upper flange plate 11 and the middle fulcrum beam lower flange plate 12 and is perpendicular to the middle fulcrum beam upper flange plate 11, the middle fulcrum beam lower flange plate 12 and the middle fulcrum beam web 13, and a middle fulcrum beam transverse partition 185 is located at a connection between the middle fulcrum beam 16 and the double flat boxes.
Through the scheme, the structure of the end cross beam of the middle fulcrum cross beam is the same, and the stability of the beam body and the load dispersion are guaranteed.
Example 3:
the differences between this example and example 2 are: and the concrete structure of the steel box girder box chamber is optimized so as to improve the structural stability of the steel box girder.
As shown in fig. 3, each chamber of the double-flatbox structure comprises a top plate 1, a bottom plate 2, a web 3, a web stiffener (not shown in fig. 3), a top plate stiffener 100, a bottom plate stiffener 200, a web 3 located between the top plate 1 and the bottom plate 2 and perpendicular to the two, the top plate stiffener 100 located below the top plate 1 and perpendicular to the top plate 1, the bottom plate stiffener 200 located on the bottom plate 2 and perpendicular to the bottom plate 2, and the web stiffener perpendicular to the web.
The steel plates of the top plate, the top plate stiffening rib, the bottom plate stiffening rib, the web plate and the diaphragm beam are connected through butt welding seams.
The bottom plate stiffening ribs 200 are perpendicular to the bottom plate 2 and are arranged twice along the full length of the bottom plate, and three additional stiffening ribs are arranged in the range of the pier top. The utility model discloses the web of case still is equipped with web stiffening rib 20 (fig. 1), and web stiffening rib 20 has two kinds of widths, is close the mound top within range, and web stiffening rib width increases 40 mm. 200mm and 240mm respectively.
Through the scheme, the box chamber of the steel box girder is provided with the top plate stiffening rib, the bottom plate stiffening rib and the web plate stiffening rib mainly because the plate is thin and is easy to be locally unstable. The stiffening ribs in all directions can uniformly disperse external force, so that local deformation of the box chamber is avoided, and the box chamber with the structure is firmer as a main beam on the whole.
Example 4:
the differences between this example and example 3 are: the steel box girder and the concrete running board system are combined, the running board is improved, and the practicability of the steel box girder and the concrete running board system is improved.
As shown in fig. 16, the steel box girder structure further includes a concrete roadway slab system 22, the bottom of the concrete roadway slab system 22 adopts a bottom steel plate 19 to replace a steel bar to bear longitudinal and transverse stress, a steel bar net is arranged on the top of the concrete roadway slab system, and a connector is arranged between the concrete roadway slab system 22 and the double flat steel box girders.
As a further optimization of the scheme, a shear pin 21 is arranged between the concrete roadway plate system 22 and the double flat steel box girder as a connecting structure. (as shown in FIG. 2 and FIG. 18)
The steel plate is adopted to replace the reinforcing bar at the bottom of the concrete roadway slab system, the Misses theory checking calculation is completely feasible, and the bottom steel plate is used as the bottom die, so that the construction is more convenient and faster. Meanwhile, at the bifurcation of the main line and the ramp, the bottom steel plate can be formed at one time (as shown in figure 17), the construction is convenient and fast, and the stress performance is good.
It is obvious to a person skilled in the art that the invention is not restricted to details of the above-described exemplary embodiments, but that it can be implemented in other specific forms without departing from the spirit or essential characteristics of the invention. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.
Claims (9)
1. The utility model provides a novel steel box girder structure, includes girder, crossbeam, girder diaphragm (18), its characterized in that: the main beam comprises a double-flat-box structure, a plurality of cross beams are vertically erected between two box bodies of the double-flat-box structure, each cross beam comprises a small cross beam (15), an end cross beam (17) and a middle fulcrum cross beam (16), cement concrete is poured at the middle fulcrum cross beam (16), and the small cross beams (15) are located between the end cross beam (17) and the middle fulcrum cross beam (16); the main beam diaphragm plates (18) are positioned in the double flat boxes and are parallel to the cross beams or are in the same plane with the cross beams, and the cross beams (15) are connected with the main beam diaphragm plates (18) through butt welding seams.
2. The novel steel box girder structure of claim 1, wherein: the main beam diaphragm plate (18) comprises a c-type diaphragm plate (181), a c '-type diaphragm plate (182), a d-type diaphragm plate (183), a d' -type diaphragm plate (184), a middle fulcrum beam main beam diaphragm plate (185) and an end beam main beam diaphragm plate (186);
the c-shaped diaphragm plate (181) and the c' -shaped diaphragm plate (182) are reinforced diaphragm plates, and a square manhole is drawn in the middle; the d-type diaphragm plate (183) and the d' type diaphragm plate (184) are structural diaphragm plates, and a middle manhole is rectangular; the d' type diaphragm plate (184) is provided with a plurality of slots corresponding to the stiffening ribs of the bottom plate, and the number of the slots is more than that of the d type diaphragm plate (183);
manhole opening is not required in the middle fulcrum beam main beam diaphragm (185) and the end beam main beam diaphragm (186), and a top bottom plate stiffening rib slot is arranged in the middle fulcrum beam main beam diaphragm (185).
3. The novel steel box girder structure of claim 2, wherein: little crossbeam (15) are including little crossbeam upper limb listrium (4), little crossbeam web (6), little crossbeam lower limb listrium (5), little crossbeam web (6) are located between little crossbeam upper limb listrium (4) and little crossbeam lower limb listrium (5), and perpendicular with little crossbeam upper limb listrium (4) and little crossbeam lower limb listrium (5), little crossbeam (15) department girder transverse baffle (18) adopt c type transverse baffle (181), c type transverse baffle (181) perpendicular to little crossbeam upper limb listrium (4) and little crossbeam lower limb listrium (5) and with little crossbeam web (6) at the coplanar.
4. The novel steel box girder structure of claim 2, wherein: end crossbeam (17) are including end crossbeam upper limb listrium (7), end crossbeam lower limb listrium (8), end crossbeam web (9), end crossbeam stiffening plate (10), end crossbeam web (9) are located between end crossbeam upper limb listrium (7) and end crossbeam lower limb listrium (8) and the perpendicular to the two, and end crossbeam stiffening plate (10) are located between end crossbeam upper limb listrium (7) and end crossbeam lower limb listrium (8) and perpendicular with end crossbeam upper limb listrium (7), end crossbeam lower limb listrium (8), end crossbeam web (9), end crossbeam (17) and two flat case junctions are end crossbeam girder transverse partition board (186).
5. The novel steel box girder structure of claim 2, wherein: the middle fulcrum beam (16) comprises a middle fulcrum beam upper flange plate (11), a middle fulcrum beam lower flange plate (12), a middle fulcrum beam web plate (13) and a middle fulcrum beam stiffening plate (14), the middle fulcrum beam web plate (13) is positioned between the middle fulcrum beam upper flange plate (11) and the middle fulcrum beam lower flange plate (12) and is perpendicular to the middle fulcrum beam upper flange plate and the middle fulcrum beam lower flange plate, the middle fulcrum beam stiffening plate (14) is positioned between the middle fulcrum beam upper flange plate (11) and the middle fulcrum beam lower flange plate (12) and is perpendicular to the middle fulcrum beam upper flange plate (11), the middle fulcrum beam lower flange plate (12) and the middle fulcrum beam web plate (13), and the middle fulcrum beam (16) and the double flat boxes are connected through a middle fulcrum beam main beam transverse partition plate (185).
6. The novel steel box girder structure of claim 2, wherein: the transverse clapboard of the main beam between the end cross beam (17) and the small cross beam (15) is a c' -shaped transverse clapboard (182); the main beam diaphragm (18) between the middle fulcrum beam (16) and the small beam (15) is a d' type diaphragm (184); and d-shaped diaphragm plates (183) are arranged between the c-shaped diaphragm plates (181) at the small cross beam (15).
7. The novel steel box girder structure according to any one of claims 1 to 6, wherein: every case room of two flat case structures contains roof (1), bottom plate (2), web (3), web stiffening rib, roof stiffening rib (100), bottom plate stiffening rib (200), web (3) are located between roof (1) and bottom plate (2) and perpendicular to the two, roof stiffening rib (100) are located roof (1) below and perpendicular to roof (1), bottom plate stiffening rib (200) are located on bottom plate (2) and perpendicular to bottom plate (2), web stiffening rib perpendicular to web (3).
8. The novel steel box girder structure of claim 1, wherein: the structure further comprises a concrete roadway plate system (22) and two flat steel box girders, wherein bottom steel plates (19) are adopted at the bottom of the concrete roadway plate system (22) to replace reinforcing steel bars to bear longitudinal and transverse stress, a reinforcing mesh is arranged at the top of the concrete roadway plate system (22), and a connecting piece is arranged between the concrete roadway plate system (22) and the two flat steel box girders.
9. The novel steel box girder structure of claim 8, wherein: and a shear pin (21) is arranged between the concrete roadway plate system (22) and the double flat steel box girder as a connecting structure.
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| CN202020106602.6U CN212175442U (en) | 2020-01-17 | 2020-01-17 | Novel steel box girder structure |
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