CN211897802U - Steel case hybrid beam short bonding section structure of high-speed railway large-span - Google Patents
Steel case hybrid beam short bonding section structure of high-speed railway large-span Download PDFInfo
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- CN211897802U CN211897802U CN201922356875.6U CN201922356875U CN211897802U CN 211897802 U CN211897802 U CN 211897802U CN 201922356875 U CN201922356875 U CN 201922356875U CN 211897802 U CN211897802 U CN 211897802U
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Abstract
The utility model discloses a long-span steel box mixed beam short combined section structure for a high-speed rail, which comprises a steel top plate, a steel bottom plate and a bearing plate, wherein the bearing plate is clamped between the steel top plate and the steel bottom plate and divides the short combined section of the steel box mixed beam into a steel-concrete combined section and a steel beam transition section in the longitudinal bridge direction; the steel beam transition section is divided into a box girder outer chamber, a box girder compartment and a box girder inner chamber by two steel webs of the transition section in the transverse bridge direction, PBL steel plates with holes and C steel plates with holes on the steel top plate and the steel bottom plate of the steel-concrete combination section are transversely penetrated with PBL reinforcing steel bars, and a concrete partition wall is poured in the steel-concrete combination section; the transition section steel roof board, bottom, web all are equipped with prestressing tendons anchor room, and the anchor has vertical prestressing tendons in it, prestressing tendons pass bearing plate, steel-concrete joint section and anchor in the concrete beam section behind the joint section in order to strengthen the connection of bearing plate and concrete partition wall. The short combination section structure has the advantages of simple structure, short combination part, strong bearing capacity, convenient construction and less operation and maintenance workload.
Description
Technical Field
The utility model relates to a bridge engineering's design and construction field, concretely relates to steel case hybrid beam short bonding section structure of high-speed railway large-span.
Background
The concrete beam is adopted to the side span of steel-concrete combination box girder cable-stayed bridge, can weigh the dead weight of the balanced midspan large-span girder steel, and the side span concrete beam can also increase the overall rigidity of the girder. In addition, the side span concrete beam reduces the steel consumption of the full bridge, and improves the economy and the subsequent maintenance cost. The steel-concrete joint transmits huge internal force of the main beam between the two materials, and has the characteristics of complex structure, complex force transmission and the like; at present, most of existing mixed beam cable-stayed bridges are highway bridges, and the mixed beam cable-stayed bridges are rarely applied to railway bridges due to large railway load and high requirement on line stability.
In a railway large-span steel-concrete combined box girder cable-stayed bridge, a Ningbo railway junction river crossing grand bridge and a deep mao railway Tanjiang river grand bridge both adopt steel-concrete combined sections, the steel-concrete combined sections of the Ningbo railway junction river crossing grand bridge and the deep mao railway Tanjiang river grand bridge have the same form and are in the form of a cellular front and rear pressure-bearing plate, but the combined sections of the Ningbo railway junction crossing bridge and the deep mao railway Tanjiang river crossing are both longer, and although the advantages of uniform force transmission and coordinated deformation are achieved, the structure.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a short joint section structure of steel case hybrid beam of high-speed railway large-span mainly is connected to together steel case and concrete material through the prestressing steel bundle to through being connected of component reinforcing steel such as the foraminiferous steel sheet of PBL and shear force nail and concrete, this short joint section structure has simple structure, the joint portion is short, the bearing capacity is strong, the construction is convenient and the operation is maintained characteristics such as work load is few, has solved the technical problem who mentions in the background art.
The purpose of the utility model is realized through the following technical scheme:
a high-speed rail large-span steel box mixed beam short combination section structure comprises a steel top plate, a steel bottom plate and a bearing plate, wherein the bearing plate is clamped between the steel top plate and the steel bottom plate and divides the steel box mixed beam short combination section into a steel-concrete combination section and a steel beam transition section in a longitudinal bridge direction;
PBL perforated steel plates which are parallel in the longitudinal bridge direction are uniformly distributed at two ends of a steel top plate and a steel bottom plate in the reinforced concrete combined section, and a plurality of C-shaped perforated steel plates are respectively arranged between the PBL perforated steel plates at two ends of the steel top plate and between the PBL perforated steel plates at two ends of the steel bottom plate;
two parallel transition section steel webs are distributed in the steel beam transition section, the two transition section steel webs divide the steel beam transition section into a box girder outer chamber, a box girder compartment and a box girder inner chamber in the transverse bridge direction, one end of each transition section steel web is connected with a steel top plate in the steel beam transition section, and the other end of each transition section steel web is connected with a steel bottom plate in the steel beam transition section;
a plurality of transverse bridges are arranged in the box girder compartment and stiffened towards parallel saddle-shaped ends, a plurality of transition section prestressed reinforcement anchor chambers are distributed on transition section steel webs in box girder outer chambers and box girder inner chambers, steel top plates in steel girder transition sections and steel bottom plates in steel girder transition sections, a plurality of steel web stiffening ribs which are parallel to each other are further distributed on the transition section steel webs in the box girder outer chambers and the box girder inner chambers, one side of each transition section prestressed reinforcement anchor chamber is connected with the bearing plate, the other side of each transition section prestressed reinforcement anchor chamber is connected with the steel web stiffening ribs, the height of each transition section prestressed reinforcement anchor chamber is matched with the width of two adjacent steel web stiffening ribs, and transition section variable-height stiffening ribs are uniformly distributed on the steel top plates and the steel bottom plates in the box girder outer chambers and the box girder inner chambers;
PBL reinforcing steel bars transversely penetrate through the PBL steel plates with holes and the C steel plates with holes, concrete partition walls are poured in the steel-concrete combined section, longitudinal prestressed reinforcing steel bars are anchored in the transition section prestressed reinforcement anchoring chamber, and the prestressed reinforcing steel bars penetrate through the bearing plate and the steel-concrete combined section and are anchored in the concrete beam section to strengthen connection of the bearing plate and the concrete partition walls.
Furthermore, a plurality of shear nails are uniformly distributed on the steel top plate, the steel bottom plate and the bearing plate, the diameter of each shear nail is 10-25 mm, and the height of each shear nail is 100-200 mm.
Furthermore, holes for penetrating through the PBL steel bars are symmetrically formed in the PBL steel plate with holes and the C steel plate with holes.
Furthermore, the PBL steel plate with holes and the C steel plate with holes are welded in the steel-concrete combined section, grooves are formed in the edges of the PBL steel plate with holes and the C steel plate with holes, and the cross section of each groove is semicircular or corrugated.
Furthermore, the transition section prestressed reinforcement anchor chamber comprises a prestressed reinforcement anchor plate, a prestressed reinforcement stiffening plate and anchor indoor concrete, the prestressed reinforcement anchor plate and the prestressed reinforcement stiffening plate are connected end to form a reinforcement anchor chamber cavity, the anchor indoor concrete is poured in the reinforcement anchor chamber cavity, one end of each adjacent group of steel web stiffening ribs is respectively connected with the upper end and the lower end of the prestressed reinforcement anchor plate, and the prestressed reinforcements sequentially penetrate through the prestressed reinforcement anchor plate and the bearing plate to be connected with the cast concrete partition wall.
Furthermore, open air holes are formed in the steel web stiffening ribs at the top layer and the bottom layer in the box girder outer chamber and the box girder inner chamber.
Furthermore, a transition section heightening stiffening rib is provided with a heightening section at a position 2300-2400 mm away from the pressure bearing plate, the slope of the heightening section is 0.375, and the height section is arranged behind the heightening section.
Furthermore, transverse prestressed tendons are arranged at the lower part of the concrete partition wall poured in the steel-concrete combined section and penetrate through the PBL steel plate with holes and the C steel plate with holes.
The utility model has the advantages that:
1) the utility model discloses a short joint section structure of steel case hybrid beam of high-speed railway large-span, its steel-concrete joint section has arranged the shear force nail respectively on steel roof plate, steel bottom plate and the bearing plate of joint section, lay multichannel longitudinal bridge to the foraminiferous steel sheet of parallel PBL on steel roof plate and the steel bottom plate, lay C type foraminiferous steel sheet between the foraminiferous steel sheet of PBL between steel roof plate and the steel bottom plate both ends, evenly set up regularly arranged hole on the foraminiferous steel sheet of PBL, be used for running through the PBL reinforcing bar and form PBL shear force key in order to strengthen the connection of steel-concrete joint section in the steel-concrete joint section, PBL foraminiferous steel sheet edge sets up semicircular or corrugate groove, the combination of PBL foraminiferous steel sheet and C type foraminiferous steel and concrete has been strengthened to the recess, the interior prestressing steel bar of the transition section prestressing force muscle anchor chamber in the girder steel transition section wears to locate the bearing plate, realizes girder steel transition section with the concrete partition wall is connected to form the short joint section structure of, compared with the traditional steel-concrete combined section, the short combined section structure formed by the method effectively shortens the length of the combined section, and moreover, the short combined section structure is only 2m, the plate arrangement is more reasonable, and the stress and the force transmission among the plates are more definite.
2) The utility model discloses prestressed reinforcement can strengthen the stability that bearing plate and concrete partition wall of reinforced concrete section are connected, two kinds of PBL foraminiferous steel sheets are fixed on steel roof plate, steel bottom plate and bearing plate along the longitudinal bridge to the welding mode, make the construction of this short bonding segment simple and convenient to install; the prestressed reinforcement is anchored in an anchor box consisting of a prestressed reinforcement anchor plate, a prestressed reinforcement stiffening plate and anchor indoor concrete, and after the prestressed anchoring grid chamber is filled with concrete, the stress and force transmission performance of the steel-concrete combined section can be improved.
Drawings
FIG. 1 is a schematic view of a three-dimensional structure of a short joint section of a steel box composite beam of the present invention;
FIG. 2 is a schematic perspective view of a steel beam transition section of the steel box composite beam short joint section structure of the present invention;
FIG. 3 is an exploded view of the short joint section structure of the steel box composite beam of the present invention;
FIG. 4 is a schematic structural diagram of a C-shaped perforated steel plate with a short joint section structure of a steel box composite beam of the present invention;
FIG. 5 is a schematic structural view of a PBL steel plate with holes in a short joint section structure of a steel box composite beam of the present invention;
FIG. 6 is a schematic structural view of a transition section prestressed rib anchor chamber of the short joint section structure of the steel box composite beam of the present invention;
FIG. 7 is a cross-sectional view of the steel beam transition section of the present invention;
FIG. 8 is a schematic view of the cross-sectional structure a-a of FIG. 6;
FIG. 9 is a schematic view of the cross-sectional structure b-b of FIG. 6;
FIG. 10 is a schematic view of the cross-sectional structure c-c of FIG. 6;
FIG. 11 is a schematic view of the cross-sectional structure d-d of FIG. 6;
in the figure, 1-steel top plate, 2-steel bottom plate, 3-bearing plate, 4-steel-concrete combined section, 5-steel beam transition section, 501-box girder outer chamber, 502-box girder compartment, 503-box girder inner chamber, 6-PBL perforated steel plate, 7-C perforated steel plate, 8-transition section steel web, 9-saddle type end stiffening, 10-steel web stiffening rib, 11-transition section prestressed tendon anchor chamber, 1101-prestressed tendon anchor plate, 1102-prestressed tendon stiffening plate, 1103-anchor indoor concrete, 12-transition section heightening stiffening rib, 13-PBL reinforcing steel bar, 14-concrete partition wall, 15-prestressed tendon, 16-shear nail, 17-shear nail, 18-groove and 19-transverse prestressed tendon.
Detailed Description
The technical solution of the present invention will be described clearly and completely with reference to the following embodiments, and it should be understood that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. Based on the embodiments in the present invention, all other embodiments obtained by those skilled in the art without creative efforts belong to the protection scope of the present invention.
Example 1
Referring to fig. 1-11, the present invention provides a technical solution:
referring to fig. 1-3 and 7, a high-speed rail long-span steel box composite beam short combination section structure includes a steel top plate 1, a steel bottom plate 2 and a bearing plate 3, wherein the bearing plate 3 is clamped between the steel top plate 1 and the steel bottom plate 2 and divides the steel box composite beam short combination section into a steel-concrete combination section 4 and a steel beam transition section 5 in a longitudinal bridge direction;
PBL perforated steel plates 6 which are parallel in the longitudinal bridge direction are uniformly distributed at two ends of the steel top plate 1 and the steel bottom plate 2 in the reinforced concrete combined section 4, and a plurality of C-shaped perforated steel plates 7 are respectively arranged between the PBL perforated steel plates 6 at two ends of the steel top plate 1 and between the PBL perforated steel plates 6 at two ends of the steel bottom plate 2;
two parallel transition section steel webs 8 are arranged in the steel beam transition section 5, the steel beam transition section 5 is divided into a box girder outer chamber 501, a box girder compartment 502 and a box girder inner chamber 503 in the transverse bridge direction by the transition section steel webs 8, one end of the transition section steel web 8 is connected with a steel top plate 1 in the steel beam transition section 5, and the other end of the transition section steel web 8 is connected with a steel bottom plate 2 in the steel beam transition section 5.
Referring to fig. 11, a plurality of transverse bridging parallel saddle end stiffeners 9 are provided in the box girder compartments 502, a plurality of transition section prestressed tendon anchor chambers 11 are distributed on the transition section steel web plates 8 in the box girder outer chamber 501 and the box girder inner chamber 503, the steel top plate 1 in the steel girder transition section 5 and the steel bottom plate 2 in the steel girder transition section 5, a plurality of parallel steel web stiffening ribs 10 are also distributed on the transition section steel web 8 in the box girder outer chamber 501 and the box girder inner chamber 503, one side of the transition section prestressed rib anchor chamber 11 is connected with the bearing plate 3, the other side of the transition section prestressed rib anchor chamber 11 is connected with the steel web stiffening rib 10, the height of the transition section prestressed tendon anchor chamber 11 is matched with the width of two adjacent steel web stiffening ribs 10, transition section height-changing stiffening ribs 12 are uniformly distributed on the steel top plate 1 and the steel bottom plate 2 in the box girder outer chamber 501 and the box girder inner chamber 503;
the transition section steel web plate is provided with a plurality of steel web plate stiffening ribs 10, a prestressed tendon anchor plate 1101 and a prestressed tendon stiffening plate 1102 are arranged between the two stiffening ribs, and for the smoothness of force transmission of the structure, a plurality of longitudinal bridges are arranged on the transition section steel top plate 1 and the transition section steel bottom plate 2 to change the stiffening ribs 12 to the parallel transition section and form a steel box mixed beam short combination section structure.
PBL reinforcing steel bars 13 transversely penetrate through the PBL perforated steel plates 6 and the C perforated steel plates 7 on the steel top plate 1 and the steel bottom plate 2, concrete partition walls 14 are poured in the steel-concrete combined section 4, and the PBL reinforcing steel bars 13 are used for improving the stress and force transmission performance of the steel-concrete combined section after concrete is filled in the transition section prestressed rib anchor chamber 11.
Longitudinal prestressed reinforcements 15 are anchored in the transition section prestressed reinforcement anchor chamber 11, and the prestressed reinforcements 15 penetrate through the bearing plate 3 and the steel-concrete combining section 4 and are anchored on the concrete beam section to reinforce the connection between the bearing plate 3 and the concrete partition wall 14; the prestressed reinforcement 15 can enhance the stability of the connection between the bearing plate 3 and the concrete partition wall 14 of the joint section; the prestressed reinforcement 15 makes the concrete box girder and the steel box girder combine closely, and in order to improve the anchoring effect, a mode of combining and arranging the prestressed reinforcement 15 with staggered length can be adopted.
Referring to fig. 1-3 and 8, a plurality of shear nails 16 are uniformly distributed on the steel top plate 1, the steel bottom plate 2 and the pressure-bearing plate 3, and the shear nails 16 have a diameter of 10-25 mm and a height of 100-200 mm.
The utility model discloses a shear force nail 16's effect is: the shear nails 16 can not only transmit the direct longitudinal shear force between the steel beam and the concrete, but also reinforce the bonding between the concrete and the steel structure.
Referring to fig. 4, holes 17 for penetrating the PBL steel bars 13 are symmetrically formed on the PBL steel plate with holes 6 and the C steel plate with holes 7.
The holes 17 are used for penetrating through the PBL reinforcing steel bars 13 to form connection of the PBL shear key reinforced steel-concrete combined section.
Referring to fig. 4, the PBL perforated steel plate 6 and the C perforated steel plate 7 are welded in the steel-concrete joint section 4, grooves 18 are formed in the edges of the PBL perforated steel plate 6 and the C perforated steel plate 7, and the cross section of each groove 18 is semicircular or corrugated.
The design of the groove 18 can strengthen the combination of the PBL steel plate with holes 6 and the C steel plate with holes and the concrete, and can avoid the bonding crack between the end part of the straight PBL steel plate and the concrete under long-term repeated stress.
Referring to fig. 6, fig. 1 and fig. 9, the transition section prestressed tendon anchor chamber 11 includes prestressed tendon anchor plates 1101, prestressed tendon stiffening plates 1102 and anchor indoor concrete 1103, the prestressed tendon anchor plates 1101 and the prestressed tendon stiffening plates 1102 are connected end to form a tendon anchor chamber cavity, the anchor indoor concrete 1103 is poured in the tendon anchor chamber cavity, one end of each of a group of adjacent steel web stiffening ribs 10 is connected with the upper end and the lower end of the prestressed tendon anchor plates 1101, and the prestressed reinforcement 15 sequentially penetrates through the prestressed tendon anchor plates 1101 and the bearing plate 3 to be connected with the poured concrete partition 14.
Referring to fig. 2, the box girder outer chamber 501 and the box girder inner chamber 503 are provided with open air holes on the top and bottom steel web stiffeners 10.
The utility model discloses in with steel roof 1 and the prestressing tendons stiffening plate 1102 of the 2 nearest of bottom plate of steel can open the gas pocket, the gas of bringing into when being convenient for discharge because concrete placement goes into the anchor case avoids forming thereby the anchor that the cavity influences prestressing tendons.
Referring to fig. 1-2 and fig. 10, the transition section heightening stiffening rib 12 is provided with a heightening section at a position 2300-2400 mm away from the pressure bearing plate, and the inclination of the heightening section is 0.375, and then gradually transits to an equal-height section with equal height.
The utility model discloses the effect that the changeover portion became high stiffening rib 12 is: the stability of girder steel changeover portion steel roof and steel bottom plate under the effect of strengthening bending stress, it is excessive even that it is second to make the rigidity of girder steel changeover portion to guarantee the homogeneity that the structure passed power.
Referring to fig. 8, a transverse tendon 19 is disposed at the lower part of the concrete partition 14 poured in the steel-concrete combining section 4, and the transverse tendon 19 is inserted into the PBL perforated steel plate 6 and the C-shaped perforated steel plate 7.
The utility model discloses a horizontal prestressing tendons 19's effect is: and transverse pressure is applied to the beam body, so that the transverse shear tensile stress of the concrete is avoided under the action of the torsional force of the beam body.
The utility model discloses a short joint section structure of high-speed railway large-span steel box hybrid beam, its steel-concrete joint section has arranged shear force nail 16 respectively on steel roof 1, steel soleplate 2 and the bearing plate 3 of joint section, has laid multichannel longitudinal bridge to parallel PBL foraminiferous steel sheet 6 on steel roof 1 and the steel soleplate 2, has laid C foraminiferous steel sheet 7 between the PBL foraminiferous steel sheet 6 between steel roof 1 and the steel soleplate 2 both ends, evenly sets up regularly arranged hole 17 on the PBL foraminiferous steel sheet 6, is used for running through PBL reinforcing bar 13 and forms PBL shear force key in order to strengthen the steel-concrete joint section's in the steel-concrete joint section 4 connection, PBL foraminiferous steel sheet 6 edge sets up semi-circular or corrugate recess 18, recess 18 strengthens PBL foraminiferous steel sheet 6 and the combination of C foraminiferous steel and concrete, prestressing steel bar 15 in the transition section prestressing tendons anchor room 11 in the girder steel transition section 5 wears to locate in the bearing plate 3 and realizes and the concrete partition wall 14 is connected, thereby connect steel-concrete combination section 4 and girder steel changeover portion 5 and form steel case hybrid beam short combination section structure jointly, this short combination section structure that this method formed compares in traditional steel-concrete combination section, has effectually shortened the combination section length, and this short combination section structure only has 2m, and its plate arranges more rationally, and the atress of plate is passed power more clearly.
The utility model discloses a construction method of steel case hybrid beam short bonding section structure of high-speed railway large-span as follows:
the utility model discloses a steel roof 1, the steel soleplate 2, the bearing plate 3, C type band hole steel sheet 7, the foraminiferous steel sheet of PBL 6, the shear force nail 16, changeover portion steel web 8, the changeover portion uprises stiffening rib 12, steel web stiffening rib 10, saddle type end stiffening 9, components such as prestressing tendons anchor slab 1101 and prestressing tendons stiffening plate 1102 all carry out accurate prefabrication according to the drawing in the mill for use, carry out processing according to design drawing to the hole 17 and the marginal corrugated recess 18 of the through reinforcement of the foraminiferous steel sheet of PBL 6 during prefabrication for use.
After the components are prefabricated, the components can be assembled in a factory or in the field, the PBL steel plates with holes 6 and the C steel plates with holes 7 are respectively fixed on the steel top plate 1, the steel bottom plate 2 and the bearing plate 3 in a welding mode, the concrete implementation mode is determined according to the construction organization process, and the PBL steel bars 13 are assembled in the field.
After the construction of the steel structure is completed, a concrete template is built according to a drawing, and the pore channels of the longitudinal prestressed tendons and the transverse prestressed tendons 19 are reserved, so that the pouring compactness of the concrete partition wall 14 at the joint section is ensured.
After the concrete of the concrete partition wall 14 of the combined section reaches the required strength, the prestressed reinforcement 15 is penetrated into the reserved hole channel, an anchorage device is installed, the longitudinal prestressed reinforcement 15 and the transverse prestressed reinforcement 19 are stretched, after the control force is stretched, namely the prestressed reinforcement 15, one side of the longitudinal prestressed reinforcement 15 is anchored on the prestressed reinforcement anchor plate 1101, one side of the longitudinal prestressed reinforcement 15 is anchored on the concrete member, concrete is poured in the prestressed reinforcement anchor chamber 11 of the transition section, finally, cement paste is pressed in the reserved hole channel to protect the prestressed reinforcement from being rusted, the prestressed reinforcement 15 and the concrete are bonded into a whole, and finally, other sections of the poured steel-concrete combined section are constructed.
The foregoing is illustrative of the preferred embodiments of the present invention, and it is to be understood that the invention is not limited to the precise forms disclosed herein, and that various other combinations, modifications, and environments may be resorted to, falling within the scope of the invention as defined by the appended claims. But that modifications and variations may be effected by those skilled in the art without departing from the spirit and scope of the invention, which is to be limited only by the claims appended hereto.
Claims (8)
1. The utility model provides a steel case hybrid beam short bonding section structure of high-speed railway large-span which characterized in that: the steel box mixed beam short combining section is divided into a steel-concrete combining section (4) and a steel beam transition section (5) in the longitudinal bridge direction by the bearing plate (3) clamped between the steel top plate (1) and the steel bottom plate (2);
PBL perforated steel plates (6) which are parallel in the longitudinal bridge direction are uniformly distributed at two ends of the steel top plate (1) and the steel bottom plate (2) in the steel-concrete combined section (4), and a plurality of C-shaped perforated steel plates (7) are respectively arranged between the PBL perforated steel plates (6) at two ends of the steel top plate (1) and between the PBL perforated steel plates (6) at two ends of the steel bottom plate (2);
two transition section steel webs (8) which are parallel to each other are arranged in the steel beam transition section (5), the steel beam transition section (5) is divided into a box girder outer chamber (501), a box girder compartment (502) and a box girder inner chamber (503) by the two transition section steel webs (8) in the transverse bridge direction, one end of each transition section steel web (8) is connected with a steel top plate (1) in the steel beam transition section (5), and the other end of each transition section steel web (8) is connected with a steel bottom plate (2) in the steel beam transition section (5);
a plurality of saddle-shaped end stiffeners (9) which are parallel to each other in the transverse bridge direction are arranged in the box girder compartment (502), a plurality of transition section prestressed reinforcement anchor chambers (11) are distributed on transition section steel webs (8) in the box girder outer chamber (501) and the box girder inner chamber (503), a steel top plate (1) in the steel girder transition section (5) and a steel bottom plate (2) in the steel girder transition section (5), a plurality of steel web stiffening ribs (10) which are parallel to each other are further distributed on the transition section steel webs (8) in the box girder outer chamber (501) and the box girder inner chamber (503), one side of each transition section prestressed reinforcement anchor chamber (11) is connected with the bearing plate (3), the other side of each transition section prestressed reinforcement anchor chamber (11) is connected with the steel web stiffening ribs (10), the height of each transition section prestressed reinforcement anchor chamber (11) is matched with the width of two adjacent steel web stiffening ribs (10), transition section variable-height stiffening ribs (12) are uniformly distributed on the steel top plate (1) and the steel bottom plate (2) in the box girder outer chamber (501) and the box girder inner chamber (503);
PBL reinforcing steel bars (13) transversely penetrate through the PBL perforated steel plates (6) and the C-shaped perforated steel plates (7), concrete partition walls (14) are poured in the steel-concrete combined sections (4), longitudinal prestressed reinforcing steel bars (15) are anchored in the transition section prestressed reinforcement anchoring chambers (11), and the prestressed reinforcing steel bars (15) penetrate through the bearing plates (3) and the steel-concrete combined sections (4) and are anchored in the concrete beam sections to strengthen the connection of the bearing plates (3) and the concrete partition walls (14).
2. The high-speed rail large-span steel box composite beam short joint section structure according to claim 1, characterized in that: a plurality of shear nails (16) are uniformly distributed on the steel top plate (1), the steel bottom plate (2) and the bearing plate (3), the diameter of each shear nail (16) is 10-25 mm, and the height of each shear nail is 100-200 mm.
3. The high-speed rail large-span steel box composite beam short joint section structure according to claim 1, characterized in that: holes (17) used for penetrating through the PBL reinforcing steel bars (13) are symmetrically formed in the PBL steel plate with holes (6) and the C steel plate with holes (7).
4. The high-speed rail large-span steel box composite beam short joint section structure according to claim 1, characterized in that: the PBL perforated steel plate (6) and the C-shaped perforated steel plate (7) are welded in the reinforced concrete combined section (4), grooves (18) are formed in the edges of the PBL perforated steel plate (6) and the C-shaped perforated steel plate (7), and the cross section of each groove (18) is semicircular or corrugated.
5. The high-speed rail large-span steel box composite beam short joint section structure according to claim 1, characterized in that: the transition section prestressed reinforcement anchor room (11) comprises a prestressed reinforcement anchor plate (1101), a prestressed reinforcement stiffening plate (1102) and anchor indoor concrete (1103), the prestressed reinforcement anchor plate and the prestressed reinforcement stiffening plate (1102) are connected end to form a reinforcement anchor room cavity, the anchor indoor concrete (1103) is poured in the reinforcement anchor room cavity, one end of a group of adjacent steel web stiffening ribs (10) is respectively connected with the upper end and the lower end of the prestressed reinforcement anchor plate (1101), and the prestressed reinforcement (15) sequentially penetrates through the prestressed reinforcement anchor plate (1101) and the bearing plate (3) and is connected with the pouring concrete partition wall (14).
6. The high-speed rail large-span steel box composite beam short joint section structure according to claim 1, characterized in that: open air holes are formed in the steel web stiffening ribs (10) on the top layer and the bottom layer in the box girder outer chamber (501) and the box girder inner chamber (503).
7. The high-speed rail large-span steel box composite beam short joint section structure according to claim 1, characterized in that: the transition section heightening stiffening rib (12) is provided with a heightening section at a position 2300-2400 mm away from the pressure bearing plate (3), the slope of the heightening section is 0.375, and the height section is arranged behind the heightening section.
8. The high-speed rail large-span steel box composite beam short joint section structure according to claim 1, characterized in that: transverse prestressed tendons (19) are arranged on the lower portion of a concrete partition wall (14) poured in the reinforced concrete combining section (4), and the transverse prestressed tendons (19) penetrate through the PBL steel plate with holes (6) and the C steel plate with holes (7).
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| CN114875780A (en) * | 2022-05-31 | 2022-08-09 | 中铁二院工程集团有限责任公司 | Steel cover beam door type pier structure |
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| CN112726956A (en) * | 2020-12-30 | 2021-04-30 | 深圳市市政设计研究院有限公司 | Prestressed corrugated steel web-concrete composite beam and construction method thereof |
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| CN113481826B (en) * | 2021-07-21 | 2022-07-19 | 重庆大学 | Prefabricated assembled corrugated steel web plate combined box girder |
| CN114592440A (en) * | 2022-03-21 | 2022-06-07 | 武汉市规划设计有限公司 | Fabricated steel-concrete composite bridge superstructure and construction process thereof |
| CN114592440B (en) * | 2022-03-21 | 2024-03-19 | 武汉市规划设计有限公司 | Upper structure of assembled steel-concrete combined bridge and construction process thereof |
| CN114875780A (en) * | 2022-05-31 | 2022-08-09 | 中铁二院工程集团有限责任公司 | Steel cover beam door type pier structure |
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Effective date of registration: 20230720 Address after: 430200 No.1 Wenhua Avenue, Jiangxia District, Wuhan City, Hubei Province Patentee after: Wuhan-Kowloon Railway Passenger Dedicated Line Hubei Co.,Ltd. Address before: 610031 No. two, section 111, ring road, Chengdu, Sichuan, China Patentee before: SOUTHWEST JIAOTONG University Patentee before: Wuhan-Kowloon Railway Passenger Dedicated Line Hubei Co.,Ltd. Patentee before: CHINA RAILWAY MAJOR BRIDGE RECONNAISSANCE & DESIGN INSTITUTE Co.,Ltd. |