CN209923769U - Section steel-UHPC combined plate and bridge deck - Google Patents

Abstract

The utility model discloses a shaped steel-UHPC compoboard, shaped steel-UHPC compoboard includes many shaped steel and the UHPC board of rigid coupling on shaped steel, shaped steel includes top flange and web, the tip on top flange is equipped with the overhanging section of the top flange of outside extension. The utility model also discloses a decking, decking mainly is formed to connecting by a plurality of shaped steel-UHPC compoboards longitudinal bridge, and is adjacent connect through cast-in-place connecting portion between the shaped steel-UHPC compoboard, the tip on the top edge of a wing all is equipped with the overhanging section in the top flange that extends to cast-in-place connecting portion, or the tip on the top edge of a wing and the bottom edge of a wing is equallyd divide and is do not be equipped with the overhanging section in the top edge of a wing and the overhanging section in the bottom edge of a wing that extend to cast-in-place connecting. The utility model discloses a shaped steel-UHPC compoboard and decking have solved the transverse joint department negative moment district decking of continuous beam bridge inner branch point and have cracked problem easily with the cable-stay bridge midspan girder decking between the transverse joint department of striding.

Description

Section steel-UHPC combined plate and bridge deck

Technical Field

The utility model belongs to the bridge engineering field especially relates to a compoboard and decking for constituteing decking.

Background

The bridge has the advantages of good stress performance, few expansion joints, comfortable driving, good economy, convenient construction and the like, the inner support point of the continuous system bridge generates huge negative bending moment under the action of the self weight of the structure and live load of an automobile, the large-span continuous bridge is sensitive to the self weight, the increase of the self weight of the structure further increases the negative bending moment of the inner support point of the continuous bridge, the tensile stress borne by the bridge deck in the inner support point area of the continuous bridge is far greater than that of other parts, and the bridge deck in the inner support point area has cracking risk, which is the main reason for limiting the span of the steel-concrete continuous system bridge to exceed 150 meters.

In the traditional composite beam cable-stayed bridge, because of the stress characteristic of the cable-stayed bridge, the concrete bridge deck plate bears the horizontal component force from the cable-stayed bridge, so the average thickness of the concrete bridge deck plate is thicker and generally larger than 26cm, which leads to the fact that the proportion of the bridge deck plate to the total weight of the main beam is larger and is often more than 70 percent, and the self weight of the main beam can be increased at the same time, the overweight main beam is the main factor for limiting the span upper limit of the bridge, in addition, the beam section of the span cable-free area bears great pulling force, and the joint between the main beam and the bridge deck plate in the area has the risk.

Ultra-High Performance Concrete (UHPC) has excellent mechanical properties, and the development of bridge building structures tends to be large-span and light. For a steel-concrete continuous system beam bridge, if a bridge deck slab adopts a steel-UHPC composite plate and a proper construction process is adopted, the internal support point still generates a large negative bending moment under the action of the self weight of the structure and the live load of an automobile, so that the bridge deck slab in the internal support point area bears huge tensile force, and the bridge deck slab in the internal support point area still has the risk of cracking. For a traditional composite beam cable-stayed bridge, after the bridge deck is made of steel-UHPC composite boards, the dead weight of the girder can be reduced, the span of the composite beam cable-stayed bridge is further increased, but the girder in a mid-span middle-span ropeless area of the composite beam cable-stayed bridge still bears the tensile force, the transverse connection part between the girder bridge decks is a weak cross section, and the bridge deck at the position still has the cracking risk.

SUMMERY OF THE UTILITY MODEL

The utility model aims to solve the technical problem that overcome not enough and the defect mentioned in the above background art, provide a shaped steel-UHPC compoboard and decking, this shaped steel-UHPC compoboard and decking have solved the horizontal seam of interior fulcrum hogging moment region decking of continuous beam bridge and have cracked and cable-stay bridge midspan girder decking between the easy problem of cracking of transverse connection department. In order to solve the technical problem, the utility model provides a technical scheme does:

the section steel-UHPC combined plate comprises a plurality of section steels (a plurality of section steels are arranged in parallel) and an UHPC plate fixedly connected to the section steels, wherein the section steels are arranged along a longitudinal bridge direction, the section steels comprise upper flanges and web plates (the type of the section steels is angle steel, T-shaped steel, flat-bulb steel and the like), the UHPC plate is fixedly connected to the upper flanges, and the end parts of the upper flanges are provided with upper flange extending sections extending outwards. More preferably, the end of the web is also provided with an outwardly extending web overhang.

In the above section steel-UHPC composite board, preferably, the upper flange overhanging section is a plurality of long straight strips arranged at intervals. The structure of the long straight strip is simple, the extended section of the upper flange is the long straight strip, so that the construction is convenient, and the UHPC pouring at the subsequent joint is facilitated; on the other hand, the stress performance of the long straight strip is similar to that of the steel bar, the contact area between the section steel and the UHPC at the joint can be increased, the bonding force between the section steel and the UHPC is improved, and the tensile capacity of the UHPC at the joint is improved, so that the mechanical property of the joint is ensured.

In the above section steel-UHPC composite board, preferably, the section steel includes a lower flange (section steel type such as i-steel, channel steel, U-shaped steel, etc.), and an end of the lower flange is provided with a lower flange outward-extending section extending outward.

In the above section steel-UHPC composite board, preferably, the lower flange overhanging section is a plurality of long straight strips arranged at intervals. More preferably, at least one lower flange overhanging section is a long straight strip which inclines upwards, and the inclination angle theta is between 10 and 60 degrees. Further preferably, all the lower flange overhanging sections are long straight strips inclined upwards (except the lower flange overhanging sections directly connected with the web overhanging sections). The lower flange overhanging section adopts the long straight strip, which is beneficial to the subsequent UHPC pouring in the joint on one hand, the poured UHPC flows into the gap between the section steel-UHPC combined plate and the beam diaphragm plate or the beam upper wing plate on the other hand, the stress performance of the long straight strip is similar to that of the steel bar, and the mechanical performance of the joint can be ensured. In addition, researches show that the inclined long straight strips are adopted, so that the adhesive force between the section steel and the UHPC of the cast-in-place connecting part can be increased, the lower flange extending section can better participate in stress, and the UHPC in the wrapping range of the two transversely adjacent inclined long straight strips is in a compressed state, so that the mechanical property of the joint can be better. Moreover, the inclination angle theta of the lower flange overhanging section is too small, which is close to the structural effect of the horizontal long straight strip, the tensile capacity of the transverse connecting structure is improved only by the binding power of the long straight strip and the transverse cast-in-place connecting part UHPC, and the problem of compact pouring when the cast-in-place connecting part UHPC is poured cannot be well improved; when the inclination angle theta of the lower flange overhanging section is too large, the interaction between the long straight strip and the transverse cast-in-place connecting part UHPC is larger than that under the condition of smaller inclination angle, and the problem of compact pouring of the transverse cast-in-place connecting part UHPC can be well improved, but when the inclination angle is too large, under the action of an external load, a large acting force can be generated between the long straight strip of the lower flange overhanging section and the transverse cast-in-place connecting part UHPC, so that the bent part of the long straight strip bears a large acting force, and the stress on the long straight strip of the overhanging section is unfavorable, besides, the coverage range of the transverse connecting part is reduced due to the overlarge inclination angle of the long straight strip, the tensile property of a part of the section can be only improved, and the inclination angle of the long straight strip.

The utility model discloses in, be connected through stud connecting piece, shaped steel connecting piece, curved muscle connecting piece, high strength bolt connecting piece or trompil steel sheet connecting piece between shaped steel and the UHPC board. Preferably, the connecting parts are connected by adopting the pin connectors, the diameter of each pin connector is 9-25mm, the height of each pin connector is 25-80mm, 2-4 rows of pins are generally arranged above each section steel in the transverse direction, the transverse distance is 50-200mm, and the longitudinal distance is 100-300 mm.

The utility model discloses in, horizontal interval is 300 between many shaped steel and supplyes 1000mm, and the width of shaped steel generally is 100 supplyes 400mm, and highly less is generally not more than 400 mm. The UHPC plate is a flat plate, a flat plate which is thickened at the joint of the UHPC plate and the section steel or a flat plate which is thickened at the longitudinal joint of two adjacent flat plates.

The utility model discloses in, shaped steel is as a part in shaped steel-UHPC compoboard, when shaped steel includes top flange and web, any in top flange and the web has overhanging section, can satisfy the utility model discloses a demand, when shaped steel includes top flange, web and bottom flange, any in top flange, web and the bottom flange has overhanging section, can satisfy the utility model discloses a demand.

As a general technical concept, the utility model provides a decking, decking mainly is formed to connecting by a plurality of shaped steel-UHPC compoboards longitudinal bridge, and is adjacent connect through cast-in-place connecting portion between the shaped steel-UHPC compoboard, shaped steel-UHPC compoboard includes the UHPC board of many shaped steel and rigid coupling on shaped steel, shaped steel is to arranging along the longitudinal bridge, shaped steel includes top flange and web, UHPC board rigid coupling is on the top flange, the tip on the top flange all is equipped with the overhanging section of top flange that extends to cast-in-place connecting portion. More preferably, the end of the web is provided with a web overhanging section extending into the cast-in-place connecting part.

In the above bridge deck, preferably, the end of the section steel is provided with a UHPC transverse stiffener, and the end face of the UHPC transverse stiffener is provided with a protrusion extending into the cast-in-place connecting part (the protrusion has a special shape, such as a wedge shape, and can be changed according to the stress requirement); and a through hole in the transverse bridge direction is formed in the UHPC transverse stiffening plate, and a penetrating steel bar penetrates through the through hole. The function of the penetrating steel bars is used for improving the transverse stress of the UHPC transverse stiffening plate. The UHPC transverse stiffening plate and the UHPC plate can be prefabricated together, and the stress performance of the cross section of the joint can be improved by the UHPC transverse stiffening plate. When the UHPC transverse stiffening plate is prefabricated, a plurality of stud connecting pieces are preferably arranged at corresponding positions of the web plate, and when the UHPC is poured, the stud connecting pieces and the penetrating steel bars are wrapped by the UHPC, so that the UHPC transverse stiffening plate and the section steel can be better connected into a whole.

In the above bridge deck, preferably, the upper flange overhanging section is a plurality of long straight bars arranged at intervals. The advantages of using long straight bars are mentioned above and will not be described further here.

In the above bridge deck, preferably, the profile steels in the adjacently arranged profile steel-UHPC composite boards are arranged in a one-to-one correspondence, the upper flange overhanging sections in the same profile steel are symmetrically arranged along the web overhanging sections, the tail ends of the upper flange overhanging sections which are not directly connected with the web overhanging sections cross the transverse bridge-direction central axis of the cast-in-place connecting part, and the upper flange overhanging sections of the profile steels arranged in a one-to-one correspondence are arranged in a staggered manner (not including the upper flange overhanging sections directly connected with the web overhanging sections). The tail ends of the upper flange overhanging sections can cross over the transverse bridge direction central axis of the cast-in-place connecting part, so that concrete between adjacent long straight bars is in a compressed state, and the stress performance of the cast-in-place connecting part is improved.

In the bridge deck slab, preferably, the section steels in the section steel-UHPC composite boards arranged adjacently are arranged in a staggered manner, the upper flange overhanging sections in the same section steel are symmetrically arranged along the web overhanging sections, and the tail ends of the upper flange overhanging sections and the tail ends of the web overhanging sections both cross the transverse bridge direction central axis of the cast-in-place connecting part. The tail end of the upper flange overhanging section and the tail end of the web overhanging section cross over the transverse bridge of the cast-in-place connecting part to the central axis, so that the overhanging section is distributed at the center of the cast-in-place connecting part, and the stress performance of the joint structure is further improved.

As a general technical concept, the utility model provides a decking, decking mainly is formed to connecting by a plurality of shaped steel-UHPC compoboards longitudinal bridge, and is adjacent connect through cast-in-place connecting portion between the shaped steel-UHPC compoboard, shaped steel-UHPC compoboard includes many shaped steel and the UHPC board of rigid coupling on the shaped steel, shaped steel is to arranging along the longitudinal bridge, shaped steel includes top flange, web and bottom flange, UHPC board rigid coupling is on the top flange, the tip on top flange and bottom flange is equallyd divide and is equipped with the overhanging section of top flange and the overhanging section of bottom flange that extends to cast-in-place connecting portion in respectively. More preferably, the end of the web is provided with a web overhanging section extending into the cast-in-place connecting part.

In the bridge deck slab, preferably, the end part of the section steel is provided with a UHPC transverse stiffening plate, and the end surface of the UHPC transverse stiffening plate is provided with a protrusion extending into the cast-in-place connecting part; and a through hole in the transverse bridge direction is formed in the UHPC transverse stiffening plate, and a penetrating steel bar penetrates through the through hole. The function of the penetrating steel bars is used for improving the transverse stress of the UHPC transverse stiffening plate. The UHPC transverse stiffening plate and the UHPC plate can be prefabricated together, and the stress performance of the cross section of the joint can be improved by the UHPC transverse stiffening plate. When the UHPC transverse stiffening plate is prefabricated, a plurality of stud connecting pieces are preferably arranged at corresponding positions of the web plate, and when the UHPC is poured, the stud connecting pieces and the penetrating steel bars are wrapped by the UHPC, so that the UHPC transverse stiffening plate and the section steel can be better connected into a whole.

In the above bridge deck, preferably, the upper flange overhanging section is a plurality of long straight bars arranged at intervals, and the lower flange overhanging section is a plurality of long straight bars arranged at intervals. More preferably, at least one lower flange overhanging section is a long straight strip which inclines upwards, and the inclination angle theta is between 10 and 60 degrees. Further preferably, all the lower flange overhanging sections are long straight strips inclined upwards (except the lower flange overhanging sections directly connected with the web overhanging sections). The advantages of using long straight bars are mentioned above and will not be described further here.

In the bridge deck slab, preferably, the section steels in the adjacently arranged section steel-UHPC composite boards are arranged in a one-to-one correspondence manner, the upper flange overhanging sections in the same section steel are symmetrically arranged along the web overhanging section, the tail ends of the upper flange overhanging sections which are not directly connected with the web overhanging sections cross the transverse bridge-direction central axis of the cast-in-place connecting part, and the upper flange overhanging sections of the section steels arranged in a one-to-one correspondence manner are staggered (not including the upper flange overhanging sections directly connected with the web overhanging sections); the lower flange overhanging sections in the same section steel are symmetrically arranged along the web overhanging sections, the tail ends of the lower flange overhanging sections which are not directly connected with the web overhanging sections cross the transverse bridge direction central axis of the cast-in-place connecting part, and the lower flange overhanging sections of the section steel which are arranged in one-to-one correspondence are staggered (not including the lower flange overhanging sections which are directly connected with the web overhanging sections). The tail end of the upper flange extending section and the tail end of the lower flange extending section can cross over the transverse bridge direction central axis of the cast-in-place connecting part, and the stress performance of the cast-in-place connecting part can be improved.

In the above bridge deck slab, preferably, the section steels in the section steel-UHPC composite boards that are adjacently arranged are arranged in a staggered manner, the upper flange overhanging sections in the same section steel are symmetrically arranged along the web overhanging sections, the lower flange overhanging sections in the same section steel are symmetrically arranged along the web overhanging sections, and the tail ends of the upper flange overhanging sections, the tail ends of the web overhanging sections and the tail ends of the lower flange overhanging sections all cross the transverse bridge-direction central axis of the cast-in-place connecting part. The end of the upper flange overhanging section, the end of the web overhanging section and the end of the lower flange overhanging section all cross over the transverse bridge of the cast-in-place connecting part to the central axis, so that the overhanging section is also distributed at the center of the cast-in-place connecting part, and the stress performance of the joint structure is further improved.

The utility model also provides a construction method of foretell transverse connection structure, lower part girder and upper portion shaped steel-UHPC compoboard separately prefabricate, splice at the scene again, including following step:

s1: respectively prefabricating the section steel-UHPC combined plate and the main beam;

s2: arranging an upper wing plate for connecting the section steel-UHPC combined plate on the main beam, arranging a stud connecting piece on the upper wing plate, and arranging rubber adhesive tapes for sealing at two sides of the upper wing plate in the longitudinal bridge direction;

s3: placing two oppositely arranged section steel-UHPC combined plates on a rubber adhesive tape, and then placing longitudinal reinforcing steel bars between the two oppositely arranged UHPC plates along the transverse bridge direction;

s4: and pouring ultra-high performance concrete in a space formed by the two oppositely arranged section steel-UHPC combined plates and the upper wing plate to enable the overhanging sections at the end parts of the section steel, the longitudinal reinforcing steel bars and the reserved steel bars in the UHPC plates to be embedded in the ultra-high performance concrete, and combining the two oppositely arranged section steel-UHPC combined plates into a whole to finish construction.

The utility model also provides another kind of foretell transverse connection structure's construction method, lower part girder and upper portion shaped steel-UHPC compoboard are whole prefabricated, and then splice at the scene, including following step:

s1: integrally prefabricating the section steel-UHPC combined plate and the main beam, wherein the section steel-UHPC combined plate and the main beam form a segmental combined beam, and reserving the position of a transverse joint between segments;

s2: installing sections of the combined beam, and then placing longitudinal reinforcing steel bars in the reserved transverse joint along the transverse bridge direction;

s3: and pouring ultra-high performance concrete in the transverse joint to enable the overhanging section of the end part of the section steel, the longitudinal reinforcing steel bar and the reserved steel bar in the UHPC plate to be embedded in the ultra-high performance concrete, so that the sections of the composite beam are combined into a whole, and the construction is finished.

In the utility model, a plurality of stud connectors for resisting the shearing force between the section steel-UHPC combined plate and the upper wing plate are arranged on the upper wing plate, the diameter of the stud connectors is 9-25mm, the height is 40-150mm, the transverse distance is 50-200mm, and the longitudinal distance is 100-200 mm; the extended sections of the web plates are provided with a plurality of stud connecting pieces, the diameter of each stud connecting piece is 9-25mm, the height of each stud connecting piece is 5-80mm, each extended section of the web plates is provided with 2-4 rows of stud connecting pieces, the transverse distance between every two rows is 50-200mm, and the vertical distance is 50-200 mm. After the UHPC is poured in the joint, the stud connecting piece connects two oppositely arranged section steel-UHPC combined plates and the upper wing plate into a whole.

The utility model discloses in, arrange one deck, two-layer or multilayer reinforcing bar net in the UHPC board, when adopting multilayer reinforcing bar net, the horizontal reinforcing bar of bottom and the horizontal reinforcing bar staggered arrangement of top layer can arrange the longitudinal reinforcement between two-layer horizontal reinforcing bar, indulge, horizontal reinforcing bar diameter is 10-20mm, and the reinforcing bar interval is 70-300 mm.

The utility model discloses in, the girder is for not arranging the PK roof beam, steel box girder, steel sheet roof beam, steel truss or the I-beam of orthotropic steel bridge panel, arranges the last pterygoid lamina of certain width in the top of girder diaphragm or crossbeam and is used for connecting shaped steel-UHPC compoboard, goes up the reservation sealing rubber adhesive tape on the pterygoid lamina, and rubber adhesive tape only plays sealed effect, does not participate in the atress.

Compared with the prior art, the utility model has the advantages of:

1. the utility model provides a shaped steel-UHPC compoboard suitable for bridge field proposes the shaped steel in the shaped steel-UHPC compoboard for the first time and sets up the mode of construction of overhanging section in horizontal cast-in-place connecting portion department. To continuous system beam bridge, transverse connection between the bridge panel of inner fulcrum department adopts the utility model discloses a transverse connection structure, satisfy and pour under horizontal cast-in-place connecting portion UHPC pour closely knit requirement, when continuous beam bridge inner fulcrum department bridge panel bears axial tension, shaped steel overhanging section and cast-in-place connecting portion UHPC's adhesion stress and extrusion have very big contribution to the tensile strength of cross-section, will further strengthen the tensile strength of cross-section, improve inner fulcrum department transverse connection's atress performance, improve the tensile strength of transverse connection department cross-section, thereby solve continuous system beam bridge inner fulcrum top bridge panel pulling force too big, the easy problem that splits of bridge panel. Meanwhile, the arrangement of the pier top prestressed tendons can be further optimized, even the pier top prestressed tendons are cancelled, the construction is simple, the economical efficiency is good, and the span of the continuous system beam bridge can be further increased. To traditional composite beam cable-stayed bridge, adopt the utility model discloses well transverse connection structure, the pulling force that the cross-section bore will be resisted to adhesive force and the squeezing action between the overhanging section of shaped steel and horizontal cast-in-place connecting portion UHPC, and the UHPC between the overhanging section is in the pressurized state, this tensile strength that also can improve the cross-section, the atress performance of transverse connection department between the cable-free district beam section decking in the cable-stayed bridge midspan can be improved to above-mentioned effect, improve the tensile strength of decking, and then solve composite beam cable-stayed bridge midspan and stride the too big problem of cable-free district beam section axial force, reduce the fracture risk of transverse connection department between the cable-free district beam section decking. Meanwhile, the span of the cable-stayed bridge can be further widened.

2. The utility model discloses a decking mainly comprises shaped steel-UHPC compoboard, and the material quantity is few and bending rigidity is big, satisfies the decking and indulges, the requirement of horizontal atress to show the dead weight that has reduced the decking, make the girder structure dead weight show and reduce, increased the leap over ability of composite beam. Compared with the traditional steel-concrete composite beam, the self weight of the main beam can be reduced by 40-50%, compared with a pure steel beam, the self weight of the main beam is increased by 10-20%, and the span can reach 2000 m.

3. The utility model discloses well shaped steel-UHPC compoboard through the size of adjustment decking, shaped steel and the horizontal interval of shaped steel, can conveniently match the indulging of decking, horizontal rigidity.

4. The utility model discloses a decking can be prefabricated in the mill, and the scene only need pour indulging, horizontal wet seam, and the cast in situ volume is little, and work load is few, and the seam crossing reinforcing bar need not buckle and ligature, also need not overlap joint or welding, and the construction is simple, and equipment investment is few, lower to labour quality and technological requirement.

Drawings

In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings needed to be used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts.

FIG. 1 is a schematic view showing the structure of a section steel-UHPC composite plate in example 1.

FIG. 2 is a schematic view showing the structure of the section steel of example 1.

Fig. 3 is a schematic structural view of a bridge deck in embodiment 1.

Fig. 4 is a schematic structural view of the junction of the bridge deck in example 1 (the reinforcing bars and the cast-in-place connection portion in the UHPC board are not shown).

Fig. 5 is a plan view of fig. 4.

Fig. 6 is a sectional view taken along line a-a of fig. 5.

Fig. 7 is a sectional view taken along line B-B in fig. 5.

Fig. 8 is a sectional view taken along line C-C in fig. 5.

Fig. 9 is a plan view of fig. 4 (the UHPC board is not shown).

Fig. 10 is a sectional view taken along line D-D in fig. 9.

Fig. 11 is a sectional view taken along line E-E of fig. 9.

Fig. 12 is a sectional view taken along line F-F of fig. 9.

Fig. 13 is a schematic view showing the construction of another bridge deck connection according to embodiment 1 (the reinforcing bars and cast-in-place connection in UHPC board are not shown).

Fig. 14 is a plan view of fig. 13.

Fig. 15 is a sectional view taken along line G-G in fig. 14.

Fig. 16 is a sectional view taken along line H-H in fig. 14.

Fig. 17 is a plan view of fig. 13 (the UHPC board is not shown).

Fig. 18 is a sectional view taken along line I-I in fig. 17.

Fig. 19 is a sectional view taken along line J-J of fig. 17.

FIG. 20 is a schematic view showing the structure of a section steel-UHPC composite sheet in example 2.

FIG. 21 is a schematic view showing the structure of the section steel of example 2.

Fig. 22 is a schematic structural view of a bridge deck in embodiment 2.

Fig. 23 is a schematic structural view of the junction of the bridge deck in example 2 (the reinforcing bars and the cast-in-place joint in the UHPC board are not shown).

Fig. 24 is a schematic view showing the construction of another bridge deck connection according to embodiment 2 (the reinforcing bars and cast-in-place connection in UHPC board are not shown).

Illustration of the drawings:

1. section steel; 101. an upper flange; 102. a web; 103. a lower flange; 1001. an upper flange overhanging section; 1002. a web overhang section; 1003. a lower flange overhanging section; 2. a UHPC board; 3. UHPC transverse stiffener; 4. a through hole; 5. penetrating through the steel bar; 6. an upper wing plate; 7. a stud connector; 8. a rubber strip; 9. a protrusion; 10. bottom layer transverse steel bars; 11. middle longitudinal steel bars; 12. top layer transverse steel bars; 13. and (5) casting a connecting part in situ.

Detailed Description

To facilitate understanding of the present invention, the present invention will be described more fully and specifically with reference to the accompanying drawings and preferred embodiments, but the scope of the present invention is not limited to the specific embodiments described below.

Unless otherwise defined, all terms of art used hereinafter have the same meaning as commonly understood by one of ordinary skill in the art. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of the present invention.

Unless otherwise specifically stated, various raw materials, reagents, instruments, equipment and the like used in the present invention are commercially available or can be prepared by an existing method.

Example 1:

as shown in fig. 1, in the section steel-UHPC composite board of this embodiment, the section steel-UHPC composite board includes a plurality of section steels 1 and UHPC boards 2 fixedly connected to the section steels 1, the section steels 1 are arranged in parallel along a longitudinal bridge direction, the section steels 1 include upper flanges 101, webs 102 and lower flanges 103 (the type of the section steels 1 is i-steel, channel steel, U-shaped steel, etc.), the UHPC boards 2 are fixedly connected to the upper flanges 101, and end portions of the upper flanges 101, the webs 102 and the lower flanges 103 are provided with upper flange overhanging sections 1001, web overhanging sections 1002 and lower flange overhanging sections 1003 extending outward.

In this embodiment, the upper flange overhanging section 1001 is a plurality of long straight strips arranged at intervals, and the lower flange overhanging section 1003 is a plurality of long straight strips arranged at intervals and inclined upward (the inclination angle is 10-60 °) (the lower flange overhanging section 1003 directly connected with the web overhanging section 1002 is still directly arranged at the bottom of the web overhanging section 1002).

In this example, a schematic structural view of the section steel is shown in FIG. 2.

As shown in fig. 3 to 19, in the bridge deck slab of the present embodiment, the bridge deck slab is mainly formed by longitudinally connecting a plurality of the above-mentioned section steel-UHPC composite slabs, and adjacent bridge deck slabs are connected by a cast-in-place connecting portion 13.

In this embodiment, the end of the section steel 1 is provided with a UHPC transverse stiffening plate 3, and the end face of the UHPC transverse stiffening plate 3 is provided with a wedge-shaped protrusion 9 extending into a cast-in-place connecting portion 13 (as shown in fig. 4 and 5); the UHPC transverse stiffener 3 is provided with a through hole 4 in the transverse bridge direction, and a through steel bar 5 (as shown in fig. 8 and 10) penetrates through the through hole 4.

In this embodiment, the arrangement of the section steel 1 in two adjacent section steel-UHPC combined plates may be any one of the following structures, as shown in fig. 4 to 12, and the section steel 1 in the adjacent section steel-UHPC combined plates are arranged in a one-to-one correspondence. As shown in FIGS. 13 to 19, the section steels 1 in the adjacently disposed section steel-UHPC composite plates are arranged to be staggered with each other. The method comprises the following specific steps:

as shown in fig. 4 to 12, in this embodiment, the section steels 1 in the adjacently arranged section steel-UHPC combined plate are arranged in a one-to-one correspondence manner, and the upper flange overhanging sections 1001 in the same section steel 1 are symmetrically arranged along the web overhanging section 1002, the tail end of the upper flange overhanging section 1001 which is not directly connected with the web overhanging section 1002 crosses the transverse bridge direction central axis of the cast-in-place connecting portion 13, and the upper flange overhanging sections 1001 of the section steels 1 arranged in a one-to-one correspondence manner are arranged in a staggered manner; the lower flange overhanging sections 1003 in the same section steel 1 are symmetrically arranged along the web overhanging section 1002, the tail ends of the lower flange overhanging sections 1003 which are not directly connected with the web overhanging section 1002 cross the transverse bridge central axis of the cast-in-place connecting part 13, and the lower flange overhanging sections 1003 of the section steel 1 which are arranged in a one-to-one correspondence manner are arranged in a staggered manner.

As shown in fig. 13 to 19, in the present embodiment, the section steels 1 in the section steel-UHPC combined plates that are adjacently arranged are arranged in a staggered manner, the upper flange overhanging section 1001 in the same section steel 1 is symmetrically arranged along the web overhanging section 1002, the lower flange overhanging section 1003 in the same section steel 1 is symmetrically arranged along the web overhanging section 1002, and the tail end of the upper flange overhanging section 1001, the tail end of the web overhanging section 1002 and the tail end of the lower flange overhanging section 1003 all cross the transverse bridge central axis of the cast-in-place connecting portion 13.

In this embodiment, the section steel 1 and the UHPC plate 2 are connected by the pin connectors 7 (in this embodiment, the pin connectors 7 have the same reference numerals, but may have different functions and positions, and are the same below), the pin connectors 7 have a diameter of 9-25mm and a height of 25-80mm, 2-4 rows of pins are generally arranged above each section steel 1 in the transverse direction, the transverse distance is 50-200mm, and the longitudinal distance is 100-300 mm. The transverse distance between the plurality of section steels 1 is 300-1000mm, the width of the section steel 1 is generally 100-400mm, and the height is smaller and generally not more than 400 mm. The UHPC plate 2 is a flat plate, a flat plate which is thickened at the joint of the UHPC plate and the section steel 1 or a flat plate which is thickened at the longitudinal joint of two adjacent flat plates.

In the embodiment, a plurality of stud connecting pieces 7 for resisting the shearing force between the section steel-UHPC combined plate and the upper wing plate 6 are arranged on the upper wing plate 6, the diameter of each stud connecting piece 7 is 9-25mm, the height of each stud connecting piece is 40-150mm, the transverse distance of each stud connecting piece is 50-200mm, and the longitudinal distance of each stud connecting piece is 100-200 mm. The web overhanging section 1002 is provided with a plurality of stud connectors 7, the diameter of each stud connector 7 is 9-25mm, the height of each stud connector 7 is 5-80mm, each web overhanging section 1002 is provided with 2-4 rows of stud connectors 7, the transverse distance between each row is 50-200mm, and the vertical distance is 50-200 mm.

In this embodiment, one, two or more layers of reinforcing mesh (e.g. three layers in fig. 10) are arranged in the UHPC board, when three layers of reinforcing mesh are adopted, the bottom layer transverse steel bars 10 and the top layer transverse steel bars 12 are arranged in a staggered manner, the middle longitudinal steel bars 11 can be arranged between the two layers of transverse steel bars, the diameters of the longitudinal and transverse steel bars are 10-20mm, and the distance between the steel bars is 70-300 mm.

In this embodiment, the lower flange overhanging section 1003 may not be arranged below the web overhanging section 1002, the number of the upper flange overhanging section 1001 and the lower flange overhanging section 1003 of the long straight strip may be determined according to a requirement, and the number of the inclined lower flange overhanging section 1003 may also be determined according to a requirement, and is not limited to the number shown in the drawing of this embodiment.

The embodiment also provides a construction method of the bridge deck, which comprises the following steps:

s1: respectively prefabricating the section steel-UHPC combined plate and the main beam;

s2: an upper wing plate 6 for connecting a section steel-UHPC combined plate is arranged on the main beam, a stud connecting piece 7 is welded on the upper wing plate 6, and rubber adhesive tapes 8 for sealing are arranged on two sides of the upper wing plate 6 in the longitudinal bridge direction;

s3: placing two oppositely arranged section steel-UHPC combined plates on a rubber adhesive tape 8, and then placing longitudinal reinforcing steel bars between the two oppositely arranged UHPC plates 2 along the transverse bridge direction;

s4: and pouring ultra-high performance concrete in a space formed by the two oppositely arranged section steel-UHPC combined plates and the upper wing plate 6 to ensure that the overhanging section at the end part of the section steel 1, the longitudinal reinforcing steel bars and the reserved reinforcing steel bars in the UHPC plate 2 are all embedded in the ultra-high performance concrete, so that the two oppositely arranged section steel-UHPC combined plates are combined into a whole, and the construction is finished.

The embodiment also provides another construction method of the bridge deck, which comprises the following steps:

s1: integrally prefabricating the section steel-UHPC combined plate and the main beam, wherein the section steel-UHPC combined plate and the main beam form a segmental combined beam, and reserving the position of a transverse joint between segments;

s2: installing sections of the combined beam, and then placing longitudinal reinforcing steel bars in the reserved transverse joint along the transverse bridge direction;

s3: and pouring ultra-high performance concrete in the transverse joint to enable the overhanging section of the end part of the section steel 1, the longitudinal reinforcing steel bars and the reserved reinforcing steel bars in the UHPC plate 2 to be embedded in the ultra-high performance concrete, so that the sections of the composite beam are combined into a whole, and the construction is finished.

In the embodiment, the main beam is a PK beam, a steel box beam, a steel plate beam, a steel truss beam or an I-beam which is not provided with an orthotropic steel bridge deck, an upper wing plate 6 with a certain width is arranged above a transverse clapboard or a cross beam of the main beam and is used for connecting the section steel-UHPC combined plate, a sealing rubber strip 8 is reserved on the upper wing plate 6, and the rubber strip 8 only plays a sealing role and does not participate in stress.

Example 2:

as shown in fig. 20, the section steel-UHPC composite panel of the present embodiment is different from that of embodiment 1 in that the section steel 1 does not have a lower flange 103 (the type of the section steel 1 may be angle steel, T-section steel, flat bulb steel, etc.).

In this example, a schematic structural view of the section steel is shown in FIG. 21.

As shown in fig. 22, in the bridge deck slab of the present embodiment, the bridge deck slab is mainly formed by longitudinally connecting a plurality of the above-mentioned section steel-UHPC composite slabs, and adjacent bridge deck slabs are connected by the cast-in-place connecting portion 13.

In this embodiment, the arrangement of the section steel 1 in two adjacent section steel-UHPC combined plates may be any one of the following structures, and as shown in fig. 23, the section steel 1 in the adjacent section steel-UHPC combined plates are arranged in a one-to-one correspondence. As shown in FIG. 24, the section steels 1 in the adjacently disposed section steel-UHPC composite plates are arranged in a staggered manner. The method comprises the following specific steps:

as shown in fig. 23, in this embodiment, the section steels 1 in the adjacently arranged section steel-UHPC combined plates are arranged in a one-to-one correspondence manner, the upper flange overhanging sections 1001 in the same section steel 1 are symmetrically arranged along the web overhanging section 1002, the tail ends of the upper flange overhanging sections 1001 which are not directly connected with the web overhanging section 1002 cross the transverse bridge central axis of the cast-in-place connecting portion 13, and the upper flange overhanging sections 1001 of the section steels 1 arranged in a one-to-one correspondence manner are arranged in a staggered manner.

As shown in fig. 24, in this embodiment, the section steels 1 in the section steel-UHPC combined plates that are adjacently arranged are staggered, the upper flange overhanging sections 1001 in the same section steel 1 are symmetrically arranged along the web overhanging section 1002, and the tail ends of the upper flange overhanging sections 1001 and the tail ends of the web overhanging sections 1002 both cross the transverse bridge central axis of the cast-in-place connecting portion 13.

Other structures in this embodiment, such as the UHPC transverse stiffener 3, the connection between the section steel 1 and the UHPC plate 2 through the stud connectors 7, other arrangement manners of the stud connectors 7, and the construction method of the transverse connection structure described above, may all be the same as those in embodiment 1, and specifically, refer to embodiment 1.

Claims (19)

1. The section steel-UHPC combined plate is characterized by comprising a plurality of section steels (1) and UHPC plates (2) fixedly connected to the section steels (1), wherein the section steels (1) are arranged along the longitudinal bridge direction, the section steels (1) comprise upper flanges (101) and web plates (102), the UHPC plates (2) are fixedly connected to the upper flanges (101), and upper flange extending sections (1001) extending outwards are arranged at the end parts of the upper flanges (101).

2. The steel section-UHPC composite panel according to claim 1, wherein the end of the web (102) is provided with a web overhang (1002) extending outward.

3. The section steel-UHPC composite plate according to claim 1, characterized in that the upper flange overhanging section (1001) is a plurality of long straight strips arranged at intervals.

4. The section steel-UHPC composite plate according to any one of claims 1-3, characterized in that the section steel (1) comprises a lower flange (103), and the end of the lower flange (103) is provided with an outwardly extending lower flange overhang section (1003).

5. The section steel-UHPC composite board as claimed in claim 4, wherein the lower flange overhanging section (1003) is a plurality of long straight bars arranged at intervals.

6. The section steel-UHPC composite plate according to claim 5, characterized in that at least one of the lower flange overhanging sections (1003) is a long straight strip inclined upwards by an angle theta of between 10 and 60 degrees.

7. The bridge deck slab is characterized by being formed by longitudinally and axially connecting a plurality of section steel-UHPC combined plates, adjacent section steel-UHPC combined plates are connected through a cast-in-place connecting part (13), each section steel-UHPC combined plate comprises a plurality of section steel (1) and an UHPC plate (2) fixedly connected onto the section steel (1), the section steel (1) is arranged along the longitudinal bridge direction, each section steel (1) comprises an upper flange (101) and a web plate (102), the UHPC plates (2) are fixedly connected onto the upper flanges (101), and upper flange extending sections (1001) extending towards the interior of the cast-in-place connecting part (13) are arranged at the end parts of the upper flanges (101).

8. The bridge deck slab as claimed in claim 7, wherein the end of the section steel (1) is provided with a UHPC transverse stiffening plate (3), and the end face of the UHPC transverse stiffening plate (3) is provided with a protrusion (9) extending into the cast-in-place connecting part (13); the UHPC transverse stiffening plate (3) is provided with a transverse bridge direction through hole (4), and a penetrating steel bar (5) penetrates through the through hole (4).

9. Bridge deck according to claim 7, characterized in that the ends of the web (102) are provided with web overhang sections (1002) extending into the cast-in-place connection (13).

10. The bridge deck according to claim 9, wherein the top flange overhanging section (1001) is a plurality of long straight bars arranged at intervals.

11. The bridge deck according to claim 10, wherein the section steels (1) in the adjacently arranged section steel-UHPC combined plates are arranged in a one-to-one correspondence manner, the upper flange overhanging sections (1001) in the same section steel (1) are symmetrically arranged along the web overhanging section (1002), and the tail ends of the upper flange overhanging sections (1001) which are not directly connected with the web overhanging section (1002) cross the bridge-direction central axis of the cast-in-situ connecting part (13).

12. Bridge deck according to claim 9 or 10, wherein the steel sections (1) in the adjacent steel section-UHPC composite slabs are staggered, the upper flange overhanging sections (1001) in the same steel section (1) are symmetrically arranged along the web overhanging section (1002), and the tail ends of the upper flange overhanging sections (1001) and the tail ends of the web overhanging sections (1002) both cross the transverse bridge central axis of the cast-in-place connecting part (13).

13. The bridge deck slab is characterized by being formed by longitudinally and axially connecting a plurality of section steel-UHPC combined plates, adjacent section steel-UHPC combined plates are connected through a cast-in-place connecting part (13), each section steel-UHPC combined plate comprises a plurality of section steel (1) and an UHPC plate (2) fixedly connected to the section steel (1), the section steel (1) is arranged along the longitudinal bridge direction, each section steel (1) comprises an upper flange (101), a web plate (102) and a lower flange (103), the UHPC plates (2) are fixedly connected to the upper flanges (101), and the end parts of the upper flanges (101) and the lower flanges (103) are respectively provided with an upper flange outward-extending section (1001) and a lower flange outward-extending section (1003) extending into the cast-in-place connecting part (13).

14. Bridge deck slab according to claim 13, characterized in that the end of the steel profiles (1) is provided with UHPC transverse stiffening plates (3), the end faces of the UHPC transverse stiffening plates (3) being provided with protrusions (9) extending into the cast-in-place joints (13); the UHPC transverse stiffening plate (3) is provided with a transverse bridge direction through hole (4), and a penetrating steel bar (5) penetrates through the through hole (4).

15. Bridge deck according to claim 13, characterized in that the ends of the web (102) are provided with web overhang sections (1002) extending into the cast-in-place connection (13).

16. The bridge deck according to claim 15, wherein the upper flange overhanging section (1001) is a plurality of long and straight bars arranged at intervals, and the lower flange overhanging section (1003) is a plurality of long and straight bars arranged at intervals.

17. The bridge deck according to claim 16, wherein at least one of the lower flange overhanging sections (1003) is a long straight strip inclined upwards by an angle θ of between 10 ° and 60 °.

18. The bridge deck slab according to claim 16 or 17, wherein the section steels (1) in the adjacently arranged section steel-UHPC combined slabs are arranged in a one-to-one correspondence manner, the upper flange overhanging sections (1001) in the same section steel (1) are symmetrically arranged along the web overhanging section (1002), and the tail ends of the upper flange overhanging sections (1001) which are not directly connected with the web overhanging section (1002) cross the transverse bridge-direction central axis of the cast-in-situ connecting part (13); the lower flange overhanging sections (1003) in the same section steel (1) are symmetrically arranged along the web overhanging sections (1002), and the tail ends of the lower flange overhanging sections (1003) which are not directly connected with the web overhanging sections (1002) cross the transverse bridge direction central axis of the cast-in-place connecting part (13).

19. The bridge deck according to any one of claims 15-17, wherein the section steels (1) in the adjacently arranged section steel-UHPC combined plates are arranged in a staggered manner, the upper flange overhanging sections (1001) in the same section steel (1) are symmetrically arranged along the web overhanging section (1002), the lower flange overhanging sections (1003) in the same section steel (1) are symmetrically arranged along the web overhanging section (1002), and the tail ends of the upper flange overhanging sections (1001), the tail ends of the web overhanging sections (1002) and the tail ends of the lower flange overhanging sections (1003) all cross the transverse bridge-direction central axis of the cast-in-place connecting part (13).

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