Steel geocell structure, steel structural member, reinforced concrete prefabricated member and bridge

Abstract

The invention provides a steel geocell structure, a steel structural part, a reinforced concrete prefabricated part and a bridge. The steel grating chamber structure comprises a steel grating chamber used for pouring concrete, and the side walls of the two sides of the steel grating chamber in the first set direction are each provided with a through pouring hole and a plurality of holes. The multiple hole pressure-bearing pieces correspond to the two sides, in the second set direction, of the hole and are connected to the inner wall and the outer wall of the two side walls of the steel grid chamber, and the second set direction is perpendicular to the first set direction; and in the steel lattice chamber, the two sides, in the second set direction, of the hole are each provided with one hole pressure bearing piece. The two sides, in the second set direction, of the hole are each provided with one hole pressure bearing piece outside the steel lattice chamber. And the hole pressure-bearing pieces positioned on different side walls of the steel grid chamber are not connected with each other. Perforated steel bars are omitted, and the problem that steel bars are dense in the steel grid chamber is solved.

Description

Technical Field

[0001] This application relates to the technical field of construction engineering, and particularly to a steel grid chamber structure, a steel structure member, a reinforced concrete precast member, and a bridge. Background Art

[0002] For bridge forms such as cable-stayed bridges and continuous girder bridges, the side span can play a role in balancing the weight of the main span. During design, the ratio of the side span to the main span is usually taken as 0.3 - 0.6 to make the area of the bending moment diagram of the whole bridge smaller and prevent negative reaction forces from occurring at the side bearings. With the continuous increase of the bridge span, it is often difficult to find a better balance between the mechanical properties and economy of the structure when using a single material. For example, in a cable-stayed bridge with a prestressed concrete main girder, when the span exceeds 500m, the weight of the main girder will be very large, and its spanning ability will be limited, while using a steel box girder cable-stayed bridge will result in a relatively high cost. To solve this problem and give full play to the weight-bearing role of the concrete beam and the large spanning ability of the steel beam, a hybrid beam structure with a steel beam for the main span and a concrete beam for the side span was developed in the 1970s.

[0003] However, the steel grid chamber of the traditional hybrid beam structure adopts a structural form with inserted steel plates, PBL shear connectors, and shear studs, and a large number of perforated steel bars are set. Coupled with the longitudinal and transverse prestressed steel bars arranged on the bridge, the steel bars in the steel grid chamber are dense, the structure is complex, the concrete pouring is difficult, and the compactness is difficult to guarantee, so it is impossible to ensure the reliable and smooth transfer of various internal forces (axial force, bending moment, shear force, torque, etc.) between the steel main girder and the concrete beam, affecting the normal use of the whole bridge. Summary of the Invention

[0004] This application provides a steel grid chamber structure, a steel structure member, a reinforced concrete precast member, and a bridge to solve at least some of the problems in the related art.

[0005] In a first aspect, an embodiment of this application provides a steel grid chamber structure, including:

[0006] A steel grid chamber for pouring concrete, and through casting holes and a plurality of openings are provided on both side walls of the steel grid chamber along a first set direction;

[0007] A plurality of opening pressure-bearing members, corresponding to both sides of the opening along a second set direction, are connected to the inner and outer walls of both side walls of the steel grid chamber, and the second set direction is perpendicular to the first set direction; inside the steel grid chamber, one opening pressure-bearing member is provided on each of both sides of the opening along the second set direction; outside the steel grid chamber, one opening pressure-bearing member is provided on each of both sides of the opening along the second set direction; the opening pressure-bearing members located on different side walls of the steel grid chamber are not connected to each other.

[0008] Optionally, the steel lattice cell includes:

[0009] A bearing plate;

[0010] A first steel plate and a second steel plate, respectively connected to both sides of the bearing plate along a first direction, and the first direction is the second set direction;

[0011] A first web and a second web, respectively connected to both sides of the bearing plate along a second direction, and the second direction is perpendicular to the first direction; both sides of the first web along the first direction are respectively connected to the first steel plate and the second steel plate, both sides of the second web along the first direction are respectively connected to the first steel plate and the second steel plate, and the bearing plate, the first steel plate, the first web, the second steel plate and the second web enclose to form the steel lattice cell; the second direction is the first set direction, the first web is provided with a first pouring hole and a plurality of first openings penetrating along the second direction, and the second web is provided with a second pouring hole and a plurality of second openings penetrating along the second direction;

[0012] The plurality of opening pressure-bearing members include:

[0013] A plurality of first opening pressure-bearing members, externally connected to the outer wall of the first web from outside the steel lattice cell, and one first opening pressure-bearing member is provided on each of both sides of the first opening along the first direction;

[0014] A plurality of second opening pressure-bearing members, internally connected to the inner wall of the first web from inside the steel lattice cell corresponding to the positions of the first opening pressure-bearing members;

[0015] A plurality of third opening pressure-bearing members, externally connected to the outer wall of the second web from outside the steel lattice cell, and one third opening pressure-bearing member is provided on each of both sides of the second opening along the first direction;

[0016] A plurality of fourth opening pressure-bearing members, internally connected to the inner wall of the second web from inside the steel lattice cell corresponding to the positions of the third opening pressure-bearing members, and the fourth opening pressure-bearing members are not connected to the second opening pressure-bearing members.

[0017] Optionally, the first opening pressure-bearing member includes a first opening stiffening plate and a first opening stiffening rib, and the first opening stiffening rib is perpendicularly connected to the first opening stiffening plate; the extending direction of the first opening stiffening plate is along the first direction, the extending direction of the first opening stiffening rib is along a third direction, and the third direction is perpendicular to the first direction and the second direction; and / or

[0018] The second opening pressure-bearing member includes a second opening stiffening plate and a second opening stiffening rib, and the second opening stiffening rib is perpendicularly connected to the second opening stiffening plate; the extending direction of the second opening stiffening plate is along the first direction, the extending direction of the second opening stiffening rib is along the third direction, and the third direction is perpendicular to the first direction and the second direction; and / or

[0019] The third opening pressure-bearing member includes a third opening stiffening plate and a third opening stiffening rib, and the third opening stiffening rib is perpendicularly connected to the third opening stiffening plate; the extending direction of the third opening stiffening plate is along the first direction, the extending direction of the third opening stiffening rib is along the third direction, and the third direction is perpendicular to the first direction and the second direction; and / or

[0020] The fourth opening pressure-bearing member includes a fourth opening stiffening plate and a fourth opening stiffening rib, and the fourth opening stiffening rib is perpendicularly connected to the fourth opening stiffening plate; the extending direction of the fourth opening stiffening plate is along the first direction, the extending direction of the fourth opening stiffening rib is along the third direction, and the third direction is perpendicular to the first direction and the second direction.

[0021] Optionally, the first opening stiffening rib is provided with a first through hole penetrating along the first direction; and / or

[0022] The second opening stiffening rib is provided with a second through hole penetrating along the first direction; and / or

[0023] The third opening stiffening rib is provided with a third through hole penetrating along the first direction; and / or

[0024] The fourth opening stiffening rib is provided with a fourth through hole penetrating along the first direction.

[0025] Optionally, it further includes:

[0026] Two first end pressure-bearing members are respectively connected to the outer walls of the first webs at both ends along the third direction from outside the steel grid, and the third direction is perpendicular to the first direction and the second direction; each of the first opening pressure-bearing members is located between the two first end pressure-bearing members;

[0027] Two second end pressure-bearing members are respectively connected to the inner walls of the first webs at both ends along the third direction from inside the steel grid; each of the second opening pressure-bearing members is located between the two second end pressure-bearing members;

[0028] Two third end pressure-bearing members are respectively connected to the outer walls of the second webs at both ends along the third direction from outside the steel grid; each of the third opening pressure-bearing members is located between the two third end pressure-bearing members;

[0029] Two fourth end bearing members are respectively connected to both ends of the inner wall of the second web along the third direction from within the steel grid chamber, and the fourth end bearing members are not connected to the second end bearing members; each of the fourth orifice bearing members is located between the two fourth end bearing members.

[0030] Optionally, the first end bearing member includes a first end stiffening plate and a plurality of first end stiffening ribs, and the first end stiffening ribs are perpendicularly connected to the first end stiffening plate; the extending direction of the first end stiffening plate is along the first direction, the extending direction of the first end stiffening ribs is along the third direction, and the plurality of first end stiffening ribs are arranged at intervals along the first direction; and / or

[0031] The second end bearing member includes a second end stiffening plate and a plurality of second end stiffening ribs, and the second end stiffening ribs are perpendicularly connected to the second end stiffening plate; the extending direction of the second end stiffening plate is along the first direction, the extending direction of the second end stiffening ribs is along the third direction, and the plurality of second end stiffening ribs are arranged at intervals along the first direction; and / or

[0032] The third end bearing member includes a third end stiffening plate and a plurality of third end stiffening ribs, and the third end stiffening ribs are perpendicularly connected to the third end stiffening plate; the extending direction of the third end stiffening plate is along the first direction, the extending direction of the third end stiffening ribs is along the third direction, and the plurality of third end stiffening ribs are arranged at intervals along the first direction; and / or

[0033] The fourth end bearing member includes a fourth end stiffening plate and a plurality of fourth end stiffening ribs, and the fourth end stiffening ribs are perpendicularly connected to the fourth end stiffening plate; the extending direction of the fourth end stiffening plate is along the first direction, the extending direction of the fourth end stiffening ribs is along the third direction, and the plurality of fourth end stiffening ribs are arranged at intervals along the first direction.

[0034] Optionally, the first end stiffening rib is provided with a fifth through hole penetrating along the first direction; and / or

[0035] The second end stiffening rib is provided with a sixth through hole penetrating along the first direction; and / or

[0036] The third end stiffening rib is provided with a seventh through hole penetrating along the first direction; and / or

[0037] The fourth end stiffening rib is provided with an eighth through hole penetrating along the first direction.

[0038] Optionally, it further includes:

[0039] A plurality of first connecting members are distributively connected to the inner wall of the first steel plate within the steel lattice chamber;

[0040] A plurality of second connecting members are distributively connected to the inner wall of the second steel plate within the steel lattice chamber;

[0041] A plurality of third connecting members are distributively connected to the inner wall of the bearing plate within the steel lattice chamber.

[0042] Optionally, the plurality of first openings and the plurality of second openings are symmetrically arranged; and / or

[0043] The first pouring hole and the second pouring hole are symmetrically arranged; and / or

[0044] The plurality of first openings are arranged at intervals along the circumferential direction of the first pouring hole; and / or

[0045] The plurality of second openings are arranged at intervals along the circumferential direction of the second pouring hole.

[0046] In a second aspect, an embodiment of the present application provides a steel structure member, including a steel main beam strengthening section and the steel lattice chamber structure as described in the first aspect, and the steel main beam strengthening section is connected to the side of the bearing plate facing away from the steel lattice chamber.

[0047] In a third aspect, an embodiment of the present application provides a reinforced concrete precast member, including:

[0048] The steel lattice chamber structure as described in the first aspect, with concrete poured in the steel lattice chamber; or

[0049] The steel structure member as described in the second aspect, with concrete poured in the steel lattice chamber.

[0050] In a fourth aspect, an embodiment of the present application provides a bridge, including: a steel main beam, a concrete beam segment, and a reinforced concrete precast member;

[0051] The reinforced concrete precast member includes the steel lattice chamber structure as described in the first aspect, with concrete poured in the steel lattice chamber; the reinforced concrete precast member is cast and spliced with the concrete beam segment, and the bearing plate is connected to the steel main beam; or

[0052] The reinforced concrete precast member includes the steel structure member as described in the second aspect, with concrete poured in the steel lattice chamber; the reinforced concrete precast member is cast and spliced with the concrete beam segment, and the steel main beam strengthening section is connected to the steel main beam.

[0053] The steel grid structure provided by this application has holes opened on the side walls of the steel grid, and hole pressure-bearing members are arranged on both the inner and outer sides of each hole to play a force transmission role. In this way, in terms of the structure, the perforated steel bars are cancelled, and only the hole pressure-bearing members are retained inside the steel grid as prestressing tendons to transmit force, solving the problem of dense steel bars inside the steel grid, significantly simplifying the structure, facilitating the improvement of construction efficiency, and ensuring the quality of concrete pouring. Compared with the traditional PBL shear connectors, the hole design and the setting of the hole pressure-bearing members increase the bearing area, resulting in a larger shear area. By utilizing the huge local bearing pressure to transmit the prestress, the proportion of the transmitted load can be increased, ensuring the reliable and smooth transmission of internal forces between the steel main beam and the concrete beam section.

[0054] It should be understood that the above general description and the following detailed description are only exemplary and explanatory, and cannot limit this application. BRIEF DESCRIPTION OF THE DRAWINGS

[0055] The accompanying drawings herein are incorporated into and constitute a part of this specification, showing embodiments consistent with this application, and are used together with the specification to explain the principles of this application.

[0056] Figure 1 Shown is a partial schematic diagram of the steel grid structure according to an exemplary embodiment of this application.

[0057] Figure 2 Shown is a partial schematic diagram of one side of the first web of the steel grid structure according to an exemplary embodiment of this application.

[0058] Figure 3 is Figure 2 front view of.

[0059] Figure 4 Shown is a partial schematic diagram of a steel structure member according to an exemplary embodiment of this application.

[0060] Figure 5 Shown is a partial schematic diagram of a precast reinforced concrete member according to an exemplary embodiment of this application. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0061] Here, the exemplary embodiments will be described in detail, and the examples are shown in the accompanying drawings. When the following description refers to the accompanying drawings, unless otherwise indicated, the same numbers in different drawings represent the same or similar elements. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with this application. On the contrary, they are only examples of devices and methods consistent with some aspects of this application as detailed in the appended claims.

[0062] To better understand the technical solution of this application, the steel grid chamber structure, steel structural members, precast reinforced concrete components and bridges of this application will be described in detail below with reference to the accompanying drawings. Without conflict, the features in the following embodiments and implementation manners can be combined with each other.

[0063] An embodiment of this application provides a steel grid chamber structure, including: a steel grid chamber for pouring concrete and a plurality of hole bearing members. Pouring holes and a plurality of holes are formed in the side walls on both sides of the steel grid chamber along a first set direction. A plurality of hole bearing members are respectively connected to the inner and outer walls of the side walls of the steel grid chamber corresponding to both sides of the hole along a second set direction, and the second set direction is perpendicular to the first set direction. Inside the steel grid chamber, one hole bearing member is respectively arranged on both sides of the hole along the second set direction. Outside the steel grid chamber, one hole bearing member is respectively arranged on both sides of the hole along the second set direction. The hole bearing members located on different side walls of the steel grid chamber are not connected to each other, avoiding dense steel bars inside the steel grid chamber.

[0064] In the steel grid chamber structure provided by this application, holes are formed in the side walls of the steel grid chamber, and hole bearing members are arranged on both the inner and outer sides of each hole to play a force transmission role. In this way, in terms of structure, the perforated steel bars are cancelled, and only the hole bearing members in the steel grid chamber are retained as prestressed tendons for force transmission, solving the problem of dense steel bars in the steel grid chamber, significantly simplifying the structure, being beneficial to improving the construction efficiency and ensuring the quality of concrete pouring. Compared with the traditional PBL shear connectors, the hole design and the setting of the hole bearing members increase the bearing area, making the shear area larger, and using the huge local bearing effect to transfer the pre-pressure, which can increase the proportion of the transferred load and ensure the reliable and smooth transfer of internal forces between the steel main beam and the concrete beam segment.

[0065] The construction method of the steel grid chamber structure provided by this application is as follows: First, pouring holes and each hole are formed in the side walls of the steel grid chamber in the factory. Then, the hole bearing members are welded and connected to the inner and outer walls of the side walls of the steel grid chamber corresponding to both sides of the hole. Next, concrete, such as ultra-high performance concrete (UHPC, Ultra-High Performance Concrete), is poured into the steel grid chamber through the pouring holes to form a reinforced concrete hybrid structure. After the concrete is poured, it can fill each hole and be firmly connected to the bearing members located inside the steel grid chamber, improving the structural strength of the steel grid chamber. During the pouring process, the concrete can flow between two adjacent steel grid chamber structures through the pouring holes. After the concrete curing is completed, the precast components are transported to the construction site. After installation and positioning, they are poured and spliced with the concrete beam segment, making the construction more convenient and fast.

[0066] See Figures 1 to 3As shown, the steel grid chamber may include: a bearing plate 10, a first steel plate 11, a second steel plate 12, a first web 13, and a second web 14. The multiple hole pressure-bearing members may include multiple first hole pressure-bearing members 15, multiple second hole pressure-bearing members 16, multiple third hole pressure-bearing members 17, and multiple fourth hole pressure-bearing members 18.

[0067] Among them, the first steel plate 11 and the second steel plate 12 are respectively welded to both sides of the bearing plate 10 along the first direction X, and the first direction X is the second set direction. The first web 13 and the second web 14 are respectively welded to both sides of the bearing plate 10 along the second direction Y, and the second direction Y is perpendicular to the first direction X. Both sides of the first web 13 along the first direction X are respectively welded to the first steel plate 11 and the second steel plate 12, and both sides of the second web 14 along the first direction X are respectively welded to the first steel plate 11 and the second steel plate 12. In this way, the bearing plate 10, the first steel plate 11, the first web 13, the second steel plate 12, and the second web 14 are enclosed to form a steel grid chamber 19 for pouring concrete.

[0068] The second direction Y is the first set direction. The first web 13 is provided with a first pouring hole 20 and multiple first holes 21 penetrating along the second direction Y. Multiple first hole pressure-bearing members 15 are welded to the outer wall of the first web 13 from outside the steel grid chamber 19, and one first hole pressure-bearing member 15 is provided on each side of the first hole 21 along the first direction X. Multiple second hole pressure-bearing members 16 are connected to the inner wall of the first web 13 from inside the steel grid chamber 19 corresponding to the positions of the first hole pressure-bearing members 15.

[0069] The second web 14 is provided with a second pouring hole 22 and multiple second holes 23 penetrating along the second direction Y. Multiple third hole pressure-bearing members 17 are connected to the outer wall of the second web 14 from outside the steel grid chamber 19, and one third hole pressure-bearing member 17 is provided on each side of the second hole 23 along the first direction X. Multiple fourth hole pressure-bearing members 18 are connected to the inner wall of the second web 14 from inside the steel grid chamber 19 corresponding to the positions of the third hole pressure-bearing members 17, and the fourth hole pressure-bearing members 18 are not connected to the second hole pressure-bearing members 16 to avoid dense steel bars inside the steel grid chamber 19.

[0070] The steel lattice cell 19 structure provided by this application has openings in the first web 13 and the second web 14, and the first opening bearing member 15, the second opening bearing member 16, the third opening bearing member 17 and the fourth opening bearing member 18 are arranged on both the inner and outer sides of each opening to play a force transmission role. In this way, in terms of the structure, the perforated steel bars are cancelled, and only the first opening bearing member 15, the second opening bearing member 16, the third opening bearing member 17 and the fourth opening bearing member 18 are retained in the steel lattice cell 19 as prestressing tendons for force transmission, solving the problem of dense steel bars in the steel lattice cell 19, significantly simplifying the structure, being beneficial to improving the construction efficiency and ensuring the quality of concrete pouring. In terms of force transmission, compared with the traditional PBL shear connectors, the opening design of the first opening 21 and the second opening 23 and the setting of the first opening bearing member 15, the second opening bearing member 16, the third opening bearing member 17 and the fourth opening bearing member 18 increase the bearing area, making the shear area larger. The huge local bearing effect is used to transmit the pre-pressure, which can increase the proportion of the transmitted load, ensure the reliable and smooth transmission of internal forces between the steel main beam and the concrete beam segment, and at the same time reduce the thickness requirement of the end bearing plate.

[0071] The construction method of the steel lattice structure provided by this application is as follows: At the factory, first, a first pouring hole 20 and each first opening 21 are opened on the first web 13, and a second pouring hole 22 and each second opening 23 are opened on the second web 14. Then, the first opening pressure-bearing member 15 is welded and connected to the outer wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Then, the second opening pressure-bearing member 16 is welded and connected to the inner wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. The third opening pressure-bearing member 17 is welded and connected to the outer wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. The fourth opening pressure-bearing member 18 is welded and connected to the inner wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Then, the first opening pressure-bearing member 15 is welded and connected to the outer wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Then, the second opening pressure-bearing member 16 is welded and connected to the inner wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. The third opening pressure-bearing member 17 is welded and connected to the outer wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. The fourth opening pressure-bearing member 18 is welded and connected to the inner wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Then, the bearing plate 10, the first steel plate 11, the first web 13, the second steel plate 12, and the second web 14 are welded to each other to enclose and form the steel lattice 19. Then, concrete 90, such as ultra-high performance concrete (UHPC), is poured into the steel lattice 19 through the first pouring hole 20 and the second pouring hole 22 to form a reinforced concrete hybrid structure. After the concrete is poured, it can fill the first opening 21 and the second opening 23 and be firmly connected to each opening pressure-bearing member located inside the steel lattice 19, which can improve the structural strength of the steel lattice. During the pouring process, the concrete can flow between two adjacent steel lattice structures through the first pouring hole 20 and the second pouring hole 22. After the concrete curing is completed, the precast components are transported to the construction site. After installation and positioning, they are poured and spliced with the concrete beam section, making the construction more convenient and fast.

[0072] In some alternative embodiments, multiple first openings 21 are arranged at intervals along the circumferential direction of the first pouring hole 20, preferably at equal intervals, which can make the force transmission paths on the first web 13 evenly distributed. Multiple second openings 23 are arranged at intervals along the circumferential direction of the second pouring hole 22, preferably at equal intervals, which can make the force transmission paths on the second web 14 evenly distributed.

[0073] Multiple first openings 21 and multiple second openings 23 are symmetrically arranged, which can make the force transmission paths on the first web 13 and the second web 14 symmetrically distributed, so that the first web 13 and the second web 14 are more evenly stressed.

[0074] In some alternative embodiments, the steel grid chamber structure may further include: a plurality of first connectors 111, a plurality of second connectors, and a plurality of third connectors 101. The plurality of first connectors 111 are distributed and connected to the inner wall of the first steel plate 11 by welding within the steel grid chamber 19. The plurality of second connectors are distributed and connected to the inner wall of the second steel plate 12 by welding within the steel grid chamber 19. The plurality of third connectors 101 are distributed and connected to the inner wall of the bearing plate 10 by welding within the steel grid chamber 19. Optionally, the first connectors 111, the second connectors, and the third connectors 101 may all be stud bolts or shear studs, and the first connectors 111, the second connectors, and the third connectors 101 may all be arranged in an array, which can make the force transmission paths within the steel grid chamber 19 evenly distributed. In this way, after concrete pouring, it can be firmly connected to the first connectors 111, the second connectors, and the third connectors 101 located inside the steel grid chamber 19, further improving the structural strength of the steel grid chamber.

[0075] In some alternative embodiments, the first hole pressure-bearing member 15 includes a first hole stiffening plate 151 and a first hole stiffening rib 152. The first hole stiffening rib 152 is perpendicularly connected to the first hole stiffening plate 151 by welding to form a T-shaped plate structure. The extending direction of the first hole stiffening plate 151 is along the first direction X, and the extending direction of the first hole stiffening rib 152 is along the third direction Z, and the third direction Z is perpendicular to the first direction X and the second direction Y. The second hole pressure-bearing member 16 includes a second hole stiffening plate and a second hole stiffening rib. The second hole stiffening rib is perpendicularly connected to the second hole stiffening plate by welding to form a T-shaped plate structure. The extending direction of the second hole stiffening plate is along the first direction X, and the extending direction of the second hole stiffening rib is along the third direction Z. It can be understood that the stiffening plates on both the inner and outer sides of the first web 13 can be arranged in corresponding positions, and the stiffening ribs on both the inner and outer sides of the first web 13 can be arranged in corresponding positions.

[0076] The third orifice pressure-bearing member 17 includes a third orifice stiffening plate and a third orifice stiffening rib. The third orifice stiffening rib is vertically connected to the third orifice stiffening plate by welding to form a T-shaped plate structure. The extending direction of the third orifice stiffening plate is along the first direction X, and the extending direction of the third orifice stiffening rib is along the third direction Z. The fourth orifice pressure-bearing member 18 includes a fourth orifice stiffening plate 181 and a fourth orifice stiffening rib 182. The fourth orifice stiffening rib 182 is vertically connected to the fourth orifice stiffening plate 181 by welding to form a T-shaped plate structure. The extending direction of the fourth orifice stiffening plate 181 is along the first direction X, and the extending direction of the fourth orifice stiffening rib 182 is along the third direction Z. It can be understood that the stiffening plates on both the inner and outer sides of the second web 14 can be arranged in corresponding positions, and the stiffening ribs on both the inner and outer sides of the second web 14 can be arranged in corresponding positions.

[0077] Through the above setting of the T-shaped plate structure, the pressure-bearing area and shear-resistant area of each orifice pressure-bearing member are increased, and the huge decentralized local pressure-bearing effect is used to transfer the pre-pressure, which can improve the proportion of the load transferred by each orifice pressure-bearing member. Optionally, a stiffening rib can be welded to each side of the stiffening plate along the third direction, which can further improve the structural strength and shear-resistant area of the stiffening plate.

[0078] In some optional embodiments, the first orifice stiffening rib 152 is provided with a first through hole 153 penetrating along the first direction X. The second orifice stiffening rib is provided with a second through hole penetrating along the first direction X. The third orifice stiffening rib is provided with a third through hole penetrating along the first direction X. The fourth orifice stiffening rib 182 is provided with a fourth through hole penetrating along the first direction X. Holes are opened in each orifice stiffening rib to facilitate the flow of the poured concrete and fill the steel grid chamber densely.

[0079] In some optional embodiments, the steel grid chamber structure may further include:

[0080] Two first end pressure-bearing members 24 are respectively connected to the outer walls of the first webs 13 at both ends along the third direction Z from outside the steel grid chamber 19, and each first orifice pressure-bearing member 15 is located between the two first end pressure-bearing members 24.

[0081] Two second end pressure-bearing members 25 are respectively connected to the inner walls of the first webs 13 at both ends along the third direction Z from inside the steel grid chamber 19. Each second orifice pressure-bearing member 16 is located between the two second end pressure-bearing members 25.

[0082] Two third end bearing members 26 are respectively connected to the outer walls of the second webs 14 at both ends along the third direction Z outside the steel grid chamber 19. Each of the third hole bearing members 17 is located between the two third end bearing members 26.

[0083] Two fourth end bearing members 27 are respectively connected to the inner walls of the second webs 14 at both ends along the third direction Z inside the steel grid chamber 19. Each of the fourth hole bearing members 18 is located between the two fourth end bearing members 27. The fourth end bearing members 27 and the second end bearing members 25 are not connected to each other to avoid dense steel bars inside the steel grid chamber 19.

[0084] By providing each end bearing member, it can also be used for force transmission. After concrete pouring, it can be firmly connected to each end bearing member located inside the steel grid chamber 19, which can further improve the structural strength of the steel grid chamber.

[0085] In some alternative embodiments, the first end bearing member 24 includes a first end stiffening plate 241 and a plurality of first end stiffening ribs 242. The first end stiffening ribs 242 are perpendicularly connected to the first end stiffening plate 241 by welding to form a T-shaped plate structure. The extending direction of the first end stiffening plate 241 is along the first direction X, and the extending direction of the first end stiffening ribs 242 is along the third direction Z. The plurality of first end stiffening ribs 242 are arranged at intervals along the first direction X, preferably at equal intervals, which can make the force distribution on the first end stiffening plate 241 uniform.

[0086] The second end bearing member 25 includes a second end stiffening plate and a plurality of second end stiffening ribs. The second end stiffening ribs are perpendicularly connected to the second end stiffening plate by welding to form a T-shaped plate structure. The extending direction of the second end stiffening plate is along the first direction X, and the extending direction of the second end stiffening ribs is along the third direction Z. The plurality of second end stiffening ribs are arranged at intervals along the first direction X, preferably at equal intervals, which can make the force distribution on the second end stiffening plate 241 uniform.

[0087] The third end bearing member 26 includes a third end stiffening plate and a plurality of third end stiffening ribs. The third end stiffening ribs are perpendicularly connected to the third end stiffening plate by welding to form a T-shaped plate structure. The extending direction of the third end stiffening plate is along the first direction X, and the extending direction of the third end stiffening ribs is along the third direction Z. The plurality of third end stiffening ribs are arranged at intervals along the first direction X, preferably at equal intervals, which can make the force distribution on the third end stiffening plate 241 uniform.

[0088] The fourth end bearing member 27 includes a fourth end stiffening plate and a plurality of fourth end stiffening ribs. The fourth end stiffening ribs are vertically connected to the fourth end stiffening plate by welding to form a T-shaped plate structure. The extending direction of the fourth end stiffening plate is along the first direction X, and the extending direction of the fourth end stiffening ribs is along the third direction Z. The plurality of fourth end stiffening ribs are arranged at intervals along the first direction X, preferably at equal intervals, which can make the force distribution on the fourth end stiffening plate uniform.

[0089] Through the setting of the above T-shaped plate structure, the bearing area and shear resistance area of each end bearing member are increased, and the huge decentralized local bearing effect is used to transfer the pre-pressure, which can improve the proportion of the load transferred by each end bearing member. Optionally, a stiffening rib can be welded on both sides of each stiffening plate along the third direction, which can further improve the structural strength of the stiffening plate and the shear resistance area.

[0090] In some alternative embodiments, the first end stiffening rib 242 is provided with a fifth through hole 243 penetrating along the first direction X. The second end stiffening rib is provided with a sixth through hole penetrating along the first direction X. The third end stiffening rib is provided with a seventh through hole penetrating along the first direction X. The fourth end stiffening rib is provided with an eighth through hole penetrating along the first direction X. Holes are opened in each end stiffening rib to facilitate the flow of the poured concrete and fill the steel grid chamber densely.

[0091] In some alternative embodiments, the structures of the first steel plate 11 and the second steel plate 12 can be the same, the structures of the first web 13 and the second web 14 can be the same, the structures of the first pouring hole 20 and the second pouring hole 22 can be the same, the structures of the first hole 21 and the second hole 23 can be the same, the structures of the first hole bearing member 15 and the second hole bearing member 16 can be the same, the structures of the third hole bearing member 17 and the fourth hole bearing member 18 can be the same, the structures of the first end bearing member 24 and the second end bearing member 25 can be the same, the structures of the third end bearing member 26 and the fourth end bearing member 27 can be the same, and the structures of the first connecting member 111, the second connecting member, and the third connecting member 101 can be the same, which is convenient for batch processing.

[0092] The construction method of the steel grid chamber structure provided by this application is as follows: First, weld the third connecting piece 101 to the inner wall of the bearing plate 10 in the factory, weld the first connecting piece 111 to the inner wall of the first steel plate 11, and weld the second connecting piece to the inner wall of the second steel plate 12. Then, open the first pouring hole 20 and each first opening 21 on the first web 13, and open the second pouring hole 22 and each second opening 23 on the second web 14. Next, weld the first opening pressure-bearing piece 15 to the outer wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Then, weld the second opening pressure-bearing piece 16 to the inner wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Weld the third opening pressure-bearing piece 17 to the outer wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld the fourth opening pressure-bearing piece 18 to the inner wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Then, weld the first opening pressure-bearing piece 15 to the outer wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Then, weld the second opening pressure-bearing piece 16 to the inner wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Weld the third opening pressure-bearing piece 17 to the outer wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld the fourth opening pressure-bearing piece 18 to the inner wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld the first end pressure-bearing piece 24 and the second end pressure-bearing piece 25 to the inner and outer sides of the first web 13. Weld the third end pressure-bearing piece 26 and the fourth end pressure-bearing piece 27 to the inner and outer sides of the second web 14. Then, weld the bearing plate 10, the first steel plate 11, the first web 13, the second steel plate 12, and the second web 14 to each other to enclose and form the steel grid chamber 19.

[0093] Then, pour concrete 90, such as ultra-high performance concrete (UHPC, Ultra-High Performance Concrete), into the steel grid chamber 19 through the first pouring hole 20 and the second pouring hole 22 to form a reinforced concrete hybrid structure. After the concrete is poured, it can fill the first opening 21 and the second opening 23 and firmly connect with each opening pressure-bearing piece, each end pressure-bearing piece, and each connecting piece located inside the steel grid chamber 19, which can improve the structural strength of the steel grid chamber. During the pouring process, the concrete can flow between adjacent two steel grid chamber structures through the first pouring hole 20 and the second pouring hole 22. After the concrete curing is completed, transport the precast components to the construction site. After installation and positioning, pour and join them with the concrete beam section, making the construction more convenient and fast.

[0094] See Figure 4As shown, an embodiment of the present application further provides a steel structure member, including a steel main beam strengthening section 30 and a steel lattice structure. It should be noted that the descriptions of the steel lattice structure in the above embodiments and implementation manners are equally applicable to the steel structure member of this embodiment. The steel main beam strengthening section 30 is connected to the side of the bearing plate 10 facing away from the steel lattice 19. In this embodiment, the steel main beam strengthening section 30 is located above the bearing plate 10.

[0095] Furthermore, the steel main beam strengthening section 30 includes a steel bottom plate 31, a U-shaped rib 32, and a T-shaped rib 33. The steel bottom plate 31 is located on the side of the bearing plate 10 facing away from the steel lattice 19 and is welded to the first steel plate 11. The U-shaped rib 32 includes a web and two flange plates. Both flange plates of the U-shaped rib 32 are welded to the steel bottom plate 31, and the U-shaped rib 32 and the steel bottom plate 31 enclose an opening in the vertical direction. The bottom end of the U-shaped rib 32 is welded to the upper surface of the bearing plate 10. The T-shaped rib 33 includes a web and a flange plate. The flange plate of the T-shaped rib 33 is triangular, and the side end of the flange plate of the T-shaped rib 33 is welded to the web of the U-shaped rib 32. The bottom end of the flange plate of the T-shaped rib 33 is welded to the upper surface of the bearing plate 10. Through the above settings, the structural strength of the steel main beam strengthening section 30 can be improved.

[0096] The construction method of the steel structure member provided by this application is as follows: First, weld the third connecting piece 101 to the inner wall of the bearing plate 10 in the factory, weld the first connecting piece 111 to the inner wall of the first steel plate 11, and weld the second connecting piece to the inner wall of the second steel plate 12. Then, open the first pouring hole 20 and each first opening 21 on the first web 13, and open the second pouring hole 22 and each second opening 23 on the second web 14. Next, weld and connect the first opening pressure-bearing member 15 to the outer wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Then, weld and connect the second opening pressure-bearing member 16 to the inner wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Weld and connect the third opening pressure-bearing member 17 to the outer wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld and connect the fourth opening pressure-bearing member 18 to the inner wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Then, weld and connect the first opening pressure-bearing member 15 to the outer wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Then, weld and connect the second opening pressure-bearing member 16 to the inner wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Weld and connect the third opening pressure-bearing member 17 to the outer wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld and connect the fourth opening pressure-bearing member 18 to the inner wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld and connect the first end pressure-bearing member 24 and the second end pressure-bearing member 25 to the inner and outer sides of the first web 13. Weld and connect the third end pressure-bearing member 26 and the fourth end pressure-bearing member 27 to the inner and outer sides of the second web 14. Then, weld the bearing plate 10, the first steel plate 11, the first web 13, the second steel plate 12, and the second web 14 to each other to enclose and form a steel lattice 19. Then, weld and assemble the steel main beam reinforcement section 30 with the bearing plate 10 of the steel lattice structure, so that all the steel members of the steel main beam reinforcement section 30 and the steel lattice structure form an integral steel structure member.

[0097] Then, pour concrete 90, such as ultra-high performance concrete (UHPC, Ultra-High Performance Concrete), into the steel lattice 19 through the first pouring hole 20 and the second pouring hole 22 to form a reinforced concrete hybrid structure. After the concrete is poured, it can fill the first opening 21 and the second opening 23 and firmly connect with each opening pressure-bearing member, each end pressure-bearing member, and each connecting member located inside the steel lattice 19, which can improve the structural strength of the steel lattice. During the pouring process, the concrete can flow between two adjacent steel lattice structures through the first pouring hole 20 and the second pouring hole 22. After the concrete curing is completed, transport the precast member to the construction site. After installation and positioning, pour and splice it with the concrete beam section, and connect and fix the steel main beam reinforcement section 30 with the steel main beam.

[0098] SeeFigure 5 As shown in Figure 5 , an embodiment of the present application provides a reinforced concrete precast member, including the steel lattice structure or steel structure member described in the above embodiments and implementation manners. Among them, concrete is poured into the steel lattice 19 of the steel lattice structure. Optionally, ultra-high performance concrete can be used as the concrete.

[0099] The construction method of the reinforced concrete precast member provided by the present application is as follows: First, weld the third connecting member 101 to the inner side wall of the bearing plate 10, weld the first connecting member 111 to the inner side wall of the first steel plate 11, and weld the second connecting member to the inner side wall of the second steel plate 12 in the factory. Then, open the first pouring hole 20 and each first opening 21 on the first web 13, and open the second pouring hole 22 and each second opening 23 on the second web 14. Then, weld and connect the first opening bearing member 15 to the outer wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Then, weld and connect the second opening bearing member 16 to the inner wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Weld and connect the third opening bearing member 17 to the outer wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld and connect the fourth opening bearing member 18 to the inner wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Then, weld and connect the first opening bearing member 15 to the outer wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Then, weld and connect the second opening bearing member 16 to the inner wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Weld and connect the third opening bearing member 17 to the outer wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld and connect the fourth opening bearing member 18 to the inner wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld and connect the first end bearing member 24 and the second end bearing member 25 to the inner and outer sides of the first web 13. Weld and connect the third end bearing member 26 and the fourth end bearing member 27 to the inner and outer sides of the second web 14. Then, weld the bearing plate 10, the first steel plate 11, the first web 13, the second steel plate 12, and the second web 14 to each other to enclose and form the steel lattice 19. Then, weld and assemble the steel main beam reinforcement section 30 with the bearing plate 10 of the steel lattice structure together, so that all the steel members of the steel main beam reinforcement section 30 and the steel lattice structure form an integral steel structure member.

[0100] Then, concrete 90, such as ultra-high performance concrete (UHPC), is poured into the steel lattice cell 19 through the first pouring hole 20 and the second pouring hole 22 to form a reinforced concrete hybrid structure. After the concrete is poured, it can fill the first opening 21 and the second opening 23 and be firmly connected to each opening bearing member, each end bearing member, and each connecting member located inside the steel lattice cell 19, which can improve the structural strength of the steel lattice cell. During the pouring process, the concrete can flow between two adjacent steel lattice cell structures through the first pouring hole 20 and the second pouring hole 22. After the concrete curing is completed, the precast component is transported to the construction site. After installation and positioning, it is poured and spliced with the concrete beam segment, and the steel main beam reinforcement section 30 is fixedly connected to the steel main beam.

[0101] It can be understood that ultra-high performance concrete has very excellent mechanical properties compared with ordinary concrete, with the advantages of high strength, high ductility, high durability, and efficient and convenient construction. When poured into the steel lattice cell, it forms an integral body through connecting members such as stud bolts, each opening bearing member, and each end bearing member connected to the first steel plate, the second steel plate, the first web, and the second web, and can bear the internal force transmitted from the steel main beam reinforcement section. The end of the ultra-high performance concrete facing the concrete beam segment is roughened to expose the steel fibers, which can be well combined with the cast-in-place concrete.

[0102] On the one hand, the ultra-high compressive strength of ultra-high performance concrete can improve the bearing capacity of the steel-concrete composite section, ensure the structural safety, and enhance the safety reserve of the structure. On the other hand, the extremely high tensile strength of ultra-high performance concrete can ensure that the concrete inside the steel lattice cell does not exceed the local stress standard or crack under tension during the overall hoisting of the steel-concrete composite section, ensuring the safety of the structure during hoisting. In addition, ultra-high performance concrete has good workability and self-compacting property. Coupled with the openings on the first web, the second web, and each rib plate, it can ensure the free flow of ultra-high performance concrete during pouring, fill the steel lattice cell densely, and ensure the load transfer of the bearing plate.

[0103] The embodiment of the present application also provides a bridge, including: a steel main beam, a concrete beam segment 80, and a reinforced concrete precast component. Among them, the reinforced concrete precast component includes the steel lattice cell structure described in the above embodiments and implementation manners. Concrete is poured into the steel lattice cell 19 of the steel lattice cell structure. Optionally, ultra-high performance concrete can be used as the concrete. The reinforced concrete precast component is poured and spliced with the concrete beam segment, and the bearing plate 10 is connected to the steel main beam. Or, the reinforced concrete precast component includes the steel structure member described in the above embodiments and implementation manners, and concrete is poured into the steel lattice cell 19 of the steel lattice cell structure. The reinforced concrete precast component is poured and spliced with the concrete beam segment 80, and the steel main beam reinforcement section 30 is connected to the steel main beam.

[0104] The construction method of the bridge provided by this application is as follows: First, weld the third connecting piece 101 to the inner side wall of the bearing plate 10, weld the first connecting piece 111 to the inner side wall of the first steel plate 11, and weld the second connecting piece to the inner side wall of the second steel plate 12 in the factory. Then, open the first pouring hole 20 and each first opening 21 on the first web 13, and open the second pouring hole 22 and each second opening 23 on the second web 14. Next, weld and connect the first opening pressure-bearing piece 15 to the outer wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Then, weld and connect the second opening pressure-bearing piece 16 to the inner wall of the first web 13 on both sides along the first direction X corresponding to the first opening 21. Weld and connect the third opening pressure-bearing piece 17 to the outer wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld and connect the fourth opening pressure-bearing piece 18 to the inner wall of the second web 14 on both sides along the first direction X corresponding to the second opening 23. Weld and connect the first end pressure-bearing piece 24 and the second end pressure-bearing piece 25 to the inner and outer sides of the first web 13. Weld and connect the third end pressure-bearing piece 26 and the fourth end pressure-bearing piece 27 to the inner and outer sides of the second web 14. Then, weld the bearing plate 10, the first steel plate 11, the first web 13, the second steel plate 12, and the second web 14 to each other to enclose and form a steel lattice 19. Then, weld and assemble the steel main beam strengthening section 30 to the bearing plate 10 of the steel lattice structure, so that all the steel members of the steel main beam strengthening section 30 and the steel lattice structure form an integral steel structure member.

[0105] Then, pour concrete 90, such as ultra-high performance concrete (UHPC, Ultra-High Performance Concrete), into the steel lattice 19 through the first pouring hole 20 and the second pouring hole 22 to form a reinforced concrete hybrid structure. After the concrete is poured, it can fill the first opening 21 and the second opening 23, and firmly connect with each opening pressure-bearing piece, each end pressure-bearing piece, and each connecting piece located inside the steel lattice 19, which can improve the structural strength of the steel lattice. During the pouring process, the concrete can flow between two adjacent steel lattice structures through the first pouring hole 20 and the second pouring hole 22. After the concrete curing is completed, transport the precast components to the construction site. After installation and positioning, pour and splice them with the concrete beam section, and connect and fix the steel main beam strengthening section 30 to the steel main beam.

[0106] The steel-concrete joint section of the hybrid girder cable-stayed bridge is the transition part between the main span steel girder and the side span prestressed concrete girder. The stiffness changes suddenly at this position, and the force transmission mechanism and structure are complex. Ensuring its design rationality and structural reliability are the key technologies affecting the design and construction of the hybrid girder.

[0107] Adopting the steel lattice structure, steel structural members, precast reinforced concrete components and bridges of the present application, the steel-concrete composite section is composed of multiple adjacent steel lattices. For a single combined section steel lattice, the structure bears loads mainly in the form of axial compressive stress. The end loads of the steel box girder are transmitted to the steel-concrete composite section through the steel main girder strengthening section, and within the steel-concrete composite section, the load is mainly transmitted by the bearing plate and shear connectors (such as stud connectors, bearing components at each opening and bearing components at each end), and the load is gradually transmitted into the concrete beam. Generally, the direct load transmission by the bearing plate can account for more than 50% of the total transmitted load of the combined section (this part of the load transmission has a significant relationship with the thickness of the bearing plate and the compactness of the steel-concrete interface). The load transmission ratios of the bearing components at each opening and the bearing components at each end are approximately 25%, and the load transmission ratio of connectors such as studs is approximately 20%. The transmission of the remaining extremely small part of the shear force is achieved by the adhesion and frictional resistance between the steel plate and the concrete surface.

[0108] According to the built bridge examples and the analysis of the basic mechanical properties of hybrid beam bridges, adopting the steel lattice structure, steel structural members, precast reinforced concrete components and bridges of the present application, compared with concrete bridges or steel bridges using a single material, the bridge type has the following characteristics:

[0109] (1) The side span uses a concrete beam with a relatively large self-weight, which can play an anchoring and counterweight role for the steel structure middle span with a relatively light self-weight, reduce or avoid the negative reaction force at the side span support point, and can reduce the internal force and deformation of the middle span beam body, thereby increasing the spanning ability of the cable-stayed bridge. At the same time, the ratio of the side span to the main span is generally smaller than that of traditional cable-stayed bridges, which is beneficial to increasing the effective navigation space under the bridge.

[0110] (2) The side span uses a prestressed concrete main beam, which can not only balance the dead load and live load of the main span to ensure that there is no negative reaction force at each support of the side span, but also generally improve the stiffness of the entire bridge due to the relatively dense distribution of the post-anchor cables. Due to the anchoring effect of the side span, when the live load is arranged on the main span, the deformation of the main span beam body and the displacement of the main tower both tend to decrease.

[0111] (3) Since there are more rigid support points in the side span, the influence of the side span live load on the main span can be reduced, and the variation ranges of the main span bending moment and the cable force of the stay cables are significantly reduced, thereby reducing the fatigue effect of the main beam and the stay cables.

[0112] (4) The main tower and the side span prestressed concrete main beam can be constructed simultaneously. When the main tower and the side span main beam are completed, the main span steel beam can be erected by the cantilever method, which is beneficial to accelerating the construction progress.

[0113] (5) The main span and the side span respectively adopt a steel structure and a prestressed concrete structure, which can seek a better balance between the structural weight and the steel consumption, thereby generally reducing the project cost and saving expenses.

[0114] Due to these characteristics of the hybrid beam, it has good application prospects in extra-long-span cable-stayed bridges and long-span continuous girder bridges.

[0115] It should be understood that the present application is not limited to the exact structures that have been described above and shown in the drawings, and various modifications and changes can be made without departing from its scope. The scope of the present application is only limited by the appended claims.

Claims

1. A steel lattice cell structure, characterized in that, Comprising: A steel grid chamber for pouring concrete, through holes and a plurality of openings being provided in both side walls of the steel grid chamber along a first set direction; A plurality of opening pressure-bearing members, corresponding to both sides of the opening along a second set direction, being connected to the inner and outer walls of both side walls of the steel grid chamber, the second set direction being perpendicular to the first set direction; inside the steel grid chamber, one of the opening pressure-bearing members is provided on each of both sides of the opening along the second set direction; outside the steel grid chamber, one of the opening pressure-bearing members is provided on each of both sides of the opening along the second set direction; the opening pressure-bearing members located on different side walls of the steel grid chamber are not connected to each other.

2. The steel grid chamber structure according to claim 1, characterized in that, The steel grid chamber includes: A bearing plate; A first steel plate and a second steel plate, respectively connected to both sides of the bearing plate along a first direction, the first direction being the second set direction; A first web and a second web, respectively connected to both sides of the bearing plate along a second direction, the second direction being perpendicular to the first direction; both sides of the first web along the first direction are respectively connected to the first steel plate and the second steel plate, both sides of the second web along the first direction are respectively connected to the first steel plate and the second steel plate, the bearing plate, the first steel plate, the first web, the second steel plate and the second web enclose to form the steel grid chamber; the second direction is the first set direction, a first pouring hole and a plurality of first openings penetrating along the second direction are provided in the first web, and a second pouring hole and a plurality of second openings penetrating along the second direction are provided in the second web; The plurality of opening pressure-bearing members include: A plurality of first opening pressure-bearing members, being connected to the outer wall of the first web from outside the steel grid chamber, one of the first opening pressure-bearing members being provided on each of both sides of the first opening along the first direction; A plurality of second opening pressure-bearing members, being connected to the inner wall of the first web from inside the steel grid chamber corresponding to the position of the first opening pressure-bearing members; A plurality of third opening pressure-bearing members, being connected to the outer wall of the second web from outside the steel grid chamber, one of the third opening pressure-bearing members being provided on each of both sides of the second opening along the first direction; A plurality of fourth opening pressure-bearing members, being connected to the inner wall of the second web from inside the steel grid chamber corresponding to the position of the third opening pressure-bearing members, the fourth opening pressure-bearing members not being connected to the second opening pressure-bearing members.

3. The steel grid chamber structure according to claim 2, wherein, The first opening pressure-bearing member includes a first opening stiffening plate and a first opening stiffening rib, the first opening stiffening rib being perpendicularly connected to the first opening stiffening plate; the extending direction of the first opening stiffening plate is along the first direction, the extending direction of the first opening stiffening rib is along a third direction, the third direction being perpendicular to the first direction and the second direction; And / or The second opening pressure-bearing member includes a second opening stiffening plate and a second opening stiffening rib, the second opening stiffening rib being perpendicularly connected to the second opening stiffening plate; the extending direction of the second opening stiffening plate is along the first direction, the extending direction of the second opening stiffening rib is along a third direction, the third direction being perpendicular to the first direction and the second direction; And / or The third opening pressure-bearing member includes a third opening stiffening plate and third opening stiffening ribs, and the third opening stiffening ribs are perpendicularly connected to the third opening stiffening plate; the extending direction of the third opening stiffening plate is along the first direction, the extending direction of the third opening stiffening ribs is along the third direction, and the third direction is perpendicular to the first direction and the second direction; and / or The fourth opening pressure-bearing member includes a fourth opening stiffening plate and fourth opening stiffening ribs, and the fourth opening stiffening ribs are perpendicularly connected to the fourth opening stiffening plate; the extending direction of the fourth opening stiffening plate is along the first direction, the extending direction of the fourth opening stiffening ribs is along the third direction, and the third direction is perpendicular to the first direction and the second direction.

4. The steel grid chamber structure according to claim 3, characterized in that, The first opening stiffening ribs are provided with first through holes penetrating along the first direction; and / or The second opening stiffening ribs are provided with second through holes penetrating along the first direction; and / or The third opening stiffening ribs are provided with third through holes penetrating along the first direction; and / or The fourth opening stiffening ribs are provided with fourth through holes penetrating along the first direction.

5. The steel grid chamber structure according to claim 2, wherein, Further included are: Two first end pressure-bearing members, which are respectively connected to the outer walls of the first webs at both ends along the third direction from outside the steel grid, and the third direction is perpendicular to the first direction and the second direction; each of the first opening pressure-bearing members is located between the two first end pressure-bearing members; Two second end pressure-bearing members, which are respectively connected to the inner walls of the first webs at both ends along the third direction from inside the steel grid; each of the second opening pressure-bearing members is located between the two second end pressure-bearing members; Two third end pressure-bearing members, which are respectively connected to the outer walls of the second webs at both ends along the third direction from outside the steel grid; each of the third opening pressure-bearing members is located between the two third end pressure-bearing members; Two fourth end pressure-bearing members, which are respectively connected to the inner walls of the second webs at both ends along the third direction from inside the steel grid, and the fourth end pressure-bearing members are not connected to the second end pressure-bearing members; each of the fourth opening pressure-bearing members is located between the two fourth end pressure-bearing members.

6. The steel grid chamber structure according to claim 5, characterized in that The first end pressure-bearing member includes a first end stiffening plate and a plurality of first end stiffening ribs, and the first end stiffening ribs are perpendicularly connected to the first end stiffening plate; the extending direction of the first end stiffening plate is along the first direction, the extending direction of the first end stiffening ribs is along the third direction, and the plurality of first end stiffening ribs are arranged at intervals along the first direction; and / or The second end pressure-bearing member includes a second end stiffening plate and a plurality of second end stiffening ribs, and the second end stiffening ribs are perpendicularly connected to the second end stiffening plate; the extending direction of the second end stiffening plate is along the first direction, the extending direction of the second end stiffening ribs is along the third direction, and the plurality of second end stiffening ribs are arranged at intervals along the first direction; and / or The third end bearing member includes a third end stiffening plate and a plurality of third end stiffening ribs, and the third end stiffening ribs are perpendicularly connected to the third end stiffening plate; the extending direction of the third end stiffening plate is along the first direction, the extending direction of the third end stiffening ribs is along the third direction, and the plurality of third end stiffening ribs are arranged at intervals along the first direction; and / or The fourth end bearing member includes a fourth end stiffening plate and a plurality of fourth end stiffening ribs, and the fourth end stiffening ribs are perpendicularly connected to the fourth end stiffening plate; the extending direction of the fourth end stiffening plate is along the first direction, the extending direction of the fourth end stiffening ribs is along the third direction, and the plurality of fourth end stiffening ribs are arranged at intervals along the first direction.

7. The steel lattice structure according to claim 6, wherein the first end stiffening rib is provided with a fifth through hole penetrating along the first direction; and / or the second end stiffening rib is provided with a sixth through hole penetrating along the first direction; and / or the third end stiffening rib is provided with a seventh through hole penetrating along the first direction; and / or the fourth end stiffening rib is provided with an eighth through hole penetrating along the first direction.

8. The steel grid chamber structure according to claim 2, characterized in that, Further comprising: a plurality of first connectors, which are distributed and connected to the inner wall of the first steel plate from within the steel lattice; a plurality of second connectors, which are distributed and connected to the inner wall of the second steel plate from within the steel lattice; a plurality of third connectors, which are distributed and connected to the inner wall of the bearing plate from within the steel lattice.

9. The steel grid chamber structure according to claim 2, characterized in that, The plurality of first openings and the plurality of second openings are symmetrically arranged; and / or the first pouring hole and the second pouring hole are symmetrically arranged; and / or the plurality of first openings are arranged at intervals along the circumferential direction of the first pouring hole; and / or the plurality of second openings are arranged at intervals along the circumferential direction of the second pouring hole.

10. A steel structure member, characterized in that, It includes a steel main beam strengthening section and the steel lattice structure according to any one of claims 1-9, and the steel main beam strengthening section is connected to the side of the bearing plate facing away from the steel lattice.

11. A reinforced concrete precast member, characterized in that, Comprising: the steel lattice structure according to any one of claims 1-9, wherein concrete is poured into the steel lattice; or the steel structure member according to claim 10, wherein concrete is poured into the steel lattice.

12. A bridge, characterized in that, Comprising: a steel main beam, a concrete beam section and a reinforced concrete precast member; the reinforced concrete precast member includes the steel lattice structure according to any one of claims 1-9, and concrete is poured into the steel lattice; the reinforced concrete precast member is cast and spliced with the concrete beam section, and the bearing plate is connected to the steel main beam; or the reinforced concrete precast member includes the steel structure member according to claim 10, and concrete is poured into the steel lattice; the reinforced concrete precast member is cast and spliced with the concrete beam section, and the steel main beam strengthening section is connected to the steel main beam.

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