Mountainous area kilometer-level cable-stayed bridge side span corrugated web composite beam and construction method thereof

Abstract

The invention discloses a mountain area kilometer-level cable-stayed bridge side span corrugated web composite beam and a construction method thereof. The composite beam comprises a steel web, a top plate component arranged above the steel web, a bottom plate component arranged below the steel web, a concrete inner web poured in the steel web, a concrete outer web arranged on the outer side of the main beam and concrete transverse partition plates which are distributed in the longitudinal bridge direction at intervals and connected with the steel web. Reliable connection and force transmission of a steel-concrete interface are achieved through PBL perforated plates, shear nails, angle steel, reinforcing steel bars and other structures, the asynchronous construction operation process is adopted, the steel webs are installed and fixed firstly, the hanging basket acts on the steel outer webs, the bottom plate component of the front section, the second concrete outer web and the concrete diaphragm plate are poured, then the steel web of the rear section is installed and fixed, and the bottom plate component of the rear section and the hanging basket act on the steel outer webs. The hanging basket moves forwards to pour the top plate component, the first concrete outer web and the concrete inner web, so that the concrete inner web lags in pouring, the dead weight of the main beam in the construction period is remarkably reduced, the design of the main beam and the hanging basket is simplified, the construction period is shortened, and the construction risk is reduced.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of bridge engineering, and more particularly relates to a wave-shaped web composite beam for a kilometer-level cable-stayed bridge side span in mountainous areas and a construction method thereof. BACKGROUND

[0002] With the extension of China's transportation infrastructure to the western deep mountainous and valley areas, the demand for large-span cable-stayed bridges spanning kilometer-level gullies is increasing. Under these complex mountainous terrain conditions, hybrid girder cable-stayed bridges become the preferred bridge type because they can fully utilize the advantages of lightweight and high strength of steel girders and the economy and durability of concrete girders. The middle span of the bridge is usually designed as a steel box girder structure, and the side span is usually designed as a heavier concrete girder to balance the weight of the middle span. Due to the complex construction conditions in mountainous areas, the concrete girder of the side span is often constructed by cantilever casting. Although the concrete girder has the advantages of large structural stiffness and good stability of the side span girder, there are still some problems in practical application. Firstly, the weight of the concrete girder is large, which leads to an increase in the weight of the corresponding hanging basket. During the cantilever construction phase, the negative bending moment on the pier top increases significantly. To adapt to this stress characteristic, the main girder needs to be designed as a variable-height girder structure, and the hanging basket also needs to be adjusted accordingly to adapt to the variable height of the main girder, increasing the design and construction complexity. Secondly, the cantilever casting method has a long construction period, and the one-time casting volume of the concrete girder is large. During the hardening process of the concrete, cracks may occur due to factors such as temperature changes and uneven shrinkage, affecting the structural durability. Thirdly, the construction safety risk is high. The extension of the cantilever casting construction period not only increases the working time of the construction personnel, but also increases the exposure time of the structure in the complex mountainous environment (such as strong winds, geological disasters, etc.), significantly increasing the construction safety risks. SUMMARY

[0003] In view of the above defects or improvement needs of the prior art, the present application provides a wave-shaped web composite beam for a kilometer-level cable-stayed bridge side span in mountainous areas and a construction method thereof. By using a hollow wave-shaped steel web, an internal concrete web, and an asynchronous construction method, the axial stiffness and stress performance of the main girder after the bridge is completed are optimized, the self-weight of the main girder during construction is significantly reduced, the design of the main girder and the hanging basket is simplified, the construction period is shortened, and the construction risk is reduced.

[0004] To achieve the above-mentioned purpose, according to one aspect of the present application, a wave-shaped web composite beam for a kilometer-level cable-stayed bridge side span in mountainous areas is provided, which comprises a steel web, a top plate member arranged above the steel web, a bottom plate member arranged below the steel web, a concrete internal web cast in the steel web, a concrete external web arranged on the outer side of the main girder, and a concrete transverse diaphragm spaced apart along and connected to the steel web in the longitudinal bridge direction; wherein, the steel web, as the main load-bearing framework during construction, comprises a steel internal web located at the middle position in the transverse bridge direction and steel external webs located on both sides in the transverse bridge direction, The steel inner web plate comprises one corrugated steel web plate, an upper flange steel plate welded on the upper part of the corrugated steel web plate, and a lower flange steel plate welded on the lower part of the corrugated steel web plate. The steel outer web plate is a hollow corrugated steel web plate structure comprising two parallel corrugated steel web plates, an upper flange steel plate and a lower flange steel plate, and the concrete inner web plate is poured between the two corrugated steel web plates.

[0005] Further, the upper flange steel plate top surface is welded with a first perforated plate, and the holes are penetrated by transverse steel bars; the lower flange steel plate bottom surface is uniformly welded with angle steels, and the angle steels are penetrated by longitudinal steel bars through the holes.

[0006] Further, the two side surfaces of the angle steel are each welded with a vertical U-shaped steel bar.

[0007] Further, the upper flange steel plate bottom surface and the lower flange steel plate top surface of the steel outer web plate are longitudinally welded with two rows of shear studs.

[0008] Further, the inner surface of the corrugated steel web plate of the steel outer web plate is welded with shear studs at equal intervals.

[0009] Further, the outer surface of the corrugated steel web plate is provided with a vertical second perforated plate corresponding to the concrete transverse diaphragm, and two rows of shear studs are arranged on the two sides of the second perforated plate along the vertical direction.

[0010] Further, a steel transverse diaphragm is arranged between the two corrugated steel web plates of the steel outer web plate at the position connected with the concrete transverse diaphragm.

[0011] Further, the roof member comprises a concrete roof and a roof haunch located at the position of the upper flange steel plate; and the floor member comprises a concrete floor and a floor haunch located at the position of the lower flange steel plate.

[0012] Further, the concrete outer web plate comprises a first concrete outer web plate and a second concrete outer web plate. According to another aspect of the present application, the present application provides a construction method of a kilometer-level cable-stayed bridge side span corrugated web plate composite beam in a mountainous area, which realizes the construction of a kilometer-level cable-stayed bridge side span corrugated web plate composite beam in a mountainous area as described above, and comprises the following specific steps: S100: hoisting a steel web plate of a 1# segment, installing a hanging basket on the steel web plate of the 1# segment, pouring a floor member of the 1# segment, a second concrete outer web plate of a concrete outer web plate, and a concrete transverse diaphragm, and curing; S200: hoist the steel web of the 2# segment, and connect the steel webs of the 1# segment and the 2# segment, after the second concrete outer web and the concrete transverse diaphragm of the floor member of the 1# segment reach 80% of the design strength, move the hanging basket forward to the 2# segment, and pour and maintain the roof member, the first concrete outer web, the concrete inner web of the concrete outer web of the 1# segment, and the bottom member, the second concrete outer web of the concrete outer web, and the concrete transverse diaphragm of the 2# segment; S300: after the concrete poured in step S200 reaches 80% of the design strength, repeat the construction process of step S200 to complete the construction of the remaining segments in turn until the whole bridge is closed.

[0013] Overall, compared with the prior art, the above technical solutions conceived by the present application can achieve the following beneficial effects: 1. The wave-shaped web composite beam of the side span of the kilometer-level cable-stayed bridge in the mountainous area of the present application uses a hollow wave-shaped steel web instead of a conventional solid concrete web as the main force frame during the construction stage, solving the complex situation that the main beam self-weight of the side span concrete beam of the existing kilometer-level cable-stayed bridge in the mountainous area is too large due to the solid concrete web during the construction period, thereby causing the negative bending moment at the pier top to increase significantly, the need to design a high beam structure, and the need for the hanging basket to adapt to the high section, greatly reducing the self-weight of the main beam during the construction stage, allowing the pier top section to be designed as an equal-height beam structure, eliminating the need to use a variable-height beam, and eliminating the need for the hanging basket to adapt to the variable-height main beam, significantly simplifying the structural design and construction process, thereby reducing manufacturing, installation costs, and construction difficulty.

[0014] 2. The wave-shaped web composite beam of the side span of the kilometer-level cable-stayed bridge in the mountainous area of the present application and its construction method first install the steel web of the previous segment, apply the hanging basket to the steel outer web, pour the bottom member, the second concrete outer web of the concrete outer web, and the concrete transverse diaphragm of the previous segment, then install the steel web of the next segment, move the hanging basket forward to pour the roof member, the first concrete outer web, and the concrete inner web, use an asynchronous construction process, and pour the concrete inner web later, solving the problem of insufficient axial stiffness of the main beam caused by the lack of concrete inner web in the traditional wave-shaped web composite beam, significantly increasing the axial stiffness of the main beam after the inner web is formed, actively participating in the transmission of axial force of the cable, effectively optimizing the overall stress state of the main beam, improving the structural bearing stability, and ensuring the stress safety and reliability of the side span main beam.

[0015] 3. The mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam and its construction method according to the present application adopts a phased and asynchronous construction operation process, and discards the problems of heavy hanging basket weight caused by the traditional concrete beam segment adopting a front support point hanging basket one-time integral pouring, long segment construction period caused by the fact that each segment must wait for all the concrete curing to reach the standard before moving forward, and single operation surface and low efficiency, the asynchronous construction of the present application can carry out multi-operation surface parallel construction, shortens the construction period of a single segment and the whole project, and the construction period is shortened, which further reduces the time of the maximum cantilever of the main beam, and in turn reduces the probability of instability or damage of the structure caused by long-term exposure to high-risk environment, and greatly improves the safety of the construction process. BRIEF DESCRIPTION OF DRAWINGS

[0016] Figure 1 is a mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam of an embodiment of the present application; Figure 2 is a component exploded schematic view of an embodiment of the present application; Figure 1 Figure 3 is a component schematic view of a concrete top plate of a mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam of an embodiment of the present application; Figure 4 is a component schematic view of a concrete bottom plate of a mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam of an embodiment of the present application; Figure 5 is a component schematic view of a steel web plate of a mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam of an embodiment of the present application; Figure 6 is a component schematic view of a concrete inner web plate of a mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam of an embodiment of the present application; Figure 7 is a component schematic view of a concrete outer web plate of a mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam of an embodiment of the present application; Figure 8 is a component schematic view of a concrete diaphragm plate of a mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam of an embodiment of the present application; Figure 9 is a large sample view of an angle steel, a U-shaped steel bar and a steel diaphragm plate of a mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam of an embodiment of the present application; Figure 10 is a construction method flow chart of a mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam of an embodiment of the present application.

[0017] ​In all the drawings, the same reference signs refer to the same technical features, specifically: 1. top plate member; 1-1. concrete top plate; 1-2. top plate haunch; 2. bottom plate member; 2-1. concrete bottom plate; 2-2. bottom plate haunch; 3. steel web; 3-1. steel inner web; 3-2. steel outer web; 3-1-1. corrugated steel web; 3-1-2. upper flange steel plate; 3-1-3. lower flange steel plate; 3-1-4. first perforated plate; 3-1-5. angle steel; 3-1-6. shear stud; 3-1-7. U-shaped steel bar; 3-1-8. second perforated plate; 3-1-9. steel cross diaphragm; 4. concrete inner web; 5. concrete outer web; 5-1. first concrete outer web 1; 5-2. second concrete outer web 2; 6. concrete cross diaphragm. DETAILED DESCRIPTION

[0018] In order to make the objectives, technical solutions and advantages of the present application clearer, the present application will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely intended to explain the present application and should not be used to limit the present application. In addition, the technical features involved in the various embodiments of the present application described below can be combined with each other as long as there is no conflict.

[0019] It should be noted that if the embodiments of the present application involve directional indications (such as up, down, left, right, front, back, in, out, etc.), the directional indications are only used to explain the relative positional relationship, movement condition, etc. between the components in a certain posture (as shown in the drawings), and if the certain posture changes, the directional indications will also change accordingly.

[0020] In addition, if the embodiments of the present application involve descriptions of "first", "second", etc., the descriptions of "first", "second", etc. are only for description purposes and should not be understood as indicating or implying the relative importance of the indicated technical features or implicitly indicating the number of the indicated technical features. Therefore, the features with "first" and "second" can explicitly or implicitly include at least one of the features. In addition, the technical solutions of the various embodiments can be combined with each other, but it must be based on the fact that a person of ordinary skill in the art can implement it, and when the combination of technical solutions contradicts each other or cannot be implemented, it should be considered that the combination of technical solutions does not exist and is not within the scope of protection claimed by the present application.

[0021] In the present invention, the term "comprising", "containing" or any other variant thereof is intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but can also include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without more limitations, the elements defined by the phrase "comprising" do not exclude the presence of additional identical elements in the process, method, article, or apparatus that includes the stated elements.

[0022] Embodiment 1 As shown in Figures 1-9 , the embodiment of the present invention provides a mountainous kilometer-level cable-stayed bridge side span corrugated web composite beam, which comprises a top plate component 1, a bottom plate component 2, a steel web plate 3, a concrete inner web plate 4, a concrete outer web plate 5, and a concrete transverse diaphragm 6. The top plate component 1 and the bottom plate component 2 are respectively arranged above and below the steel web plate 3 and are connected to the inner sides of the two concrete outer web plates 5. The concrete inner web plate 4 is adapted to the inner contour of the steel web plate 3 and is poured into the steel web plate 3. The concrete transverse diaphragm 6 is distributed along the longitudinal direction of the bridge and penetrates through each steel web plate 3. Each component is connected by PBL perforated plate, shear nails, angle steel, and steel bars to realize reliable connection and force transmission between steel and concrete. Among them, As shown in Figure 5 and Figure 9 , the steel web plate 3 comprises a steel inner web plate 3-1 and a steel outer web plate 3-2. The steel inner web plate 3-1 is located at the middle position in the transverse direction of the bridge and is provided with one row. The steel outer web plate 3-2 is located on both sides of the transverse direction of the bridge and is provided with two rows.

[0023] The steel inner web 3-1 includes a corrugated steel web 3-1-1, an upper flange steel plate 3-1-2, a lower flange steel plate 3-1-3, a first perforated plate 3-1-4, an angle steel 3-1-5, a shear nail 3-1-6, a U-shaped steel bar 3-1-7, and a second perforated plate 3-1-8, the corrugated steel web 3-1-1 is connected between the upper flange steel plate 3-1-2 and the lower flange steel plate 3-1-3 at the top and bottom by fusion welding, the upper flange steel plate 3-1-2 is welded with two longitudinal PBL first perforated plates 3-1-4 at the top, the transverse steel bars are passed through the holes, which are used as high-efficiency shear connectors and force transmission anchoring bodies to transmit the load of the top plate component 1 to the upper flange steel plate 3-1-2 and constrain the relative slip between the concrete top plate and the steel upper flange; the lower flange steel plate 3-1-3 is welded with an angle steel 3-1-5 at the bottom at equal intervals, the longitudinal steel bars are passed through the holes of the angle steel 3-1-5, the angle steel 3-1-5 can be used as a positioning support component of the longitudinal steel bars to ensure the steel bar layout accuracy, and can also enhance the connection stiffness between the lower flange steel plate 3-1-3 and the bottom plate component 2 through its own stiffness to improve the combination reliability. The U-shaped steel bars 3-1-7 are welded on both sides of the angle steel 3-1-5, the U-shaped steel bars 3-1-7 can form a three-dimensional pull structure inside the concrete bottom plate 2-1 to further enhance the anchoring and anti-pulling capacity between the lower flange steel plate 3-1-3 and the bottom plate component 2 and prevent the steel-concrete separation phenomenon during construction or operation. A vertical PBL second perforated plate 3-1-8 is arranged on the outer surface of the corrugated steel web 3-1-1 at the connection position with the concrete transverse partition plate 6, a row of shear nails 3-1-6 is arranged on both sides of the vertical PBL second perforated plate 3-1-8 along the vertical direction, and the vertical PBL second perforated plate 3-1-8 and the shear nails 3-1-6 form a double force transmission guarantee to realize the reliable connection and force transmission between the corrugated steel web 3-1-1 and the concrete transverse partition plate 6.

[0024] The steel outer web 3-2 is a hollow corrugated steel web structure, including corrugated steel web 3-1-1, upper flange steel plate 3-1-2, lower flange steel plate 3-1-3, first open hole plate 3-1-4, angle steel 3-1-5, shear nail 3-1-6, U-shaped steel bar 3-1-7, second open hole plate 3-1-8 and steel cross partition plate 3-1-9, the steel outer web 3-2 is provided with two parallel corrugated steel webs 3-1-1, the top and bottom of the corrugated steel web 3-1-1 is respectively welded with the upper flange steel plate 3-1-2 and the lower flange steel plate 3-1-3, the upper surface of the upper flange steel plate 3-1-2 is welded with four longitudinal PBL first open hole plates 3-1-4, the hole is penetrated with transverse steel bar, as an efficient shear connector and force transmission anchorage body, the load of the roof member 1 is transmitted to the upper flange steel plate 3-1-2, at the same time, the relative slip between the concrete roof and the steel upper flange is constrained; the lower surface of the upper flange steel plate 3-1-2 is welded with two rows of shear nails 3-1-6 along the longitudinal bridge, the bonding strength of the roof member 1 and the steel-concrete interface of the concrete outer web 5 is ensured; the bottom surface of the lower flange steel plate 3-1-3 is welded with two rows of angle steels 3-1-5 at equal intervals, the angle steel 3-1-5 is provided with a steel bar passing hole, and the hole is penetrated with longitudinal steel bar; one vertical U-shaped steel bar 3-1-7 is welded on each side surface of each row of angle steels 3-1-5, the upper surface of the lower flange steel plate 3-1-3 is welded with two rows of shear nails 3-1-6 along the longitudinal bridge, the bonding strength of the bottom member 2 and the steel-concrete interface of the concrete outer web 5 is ensured; the inner surface of the corrugated steel web 3-1-1 is arranged with shear nails 3-1-6 at equal intervals, the bonding strength of the corrugated steel web 3-1-1 and the steel-concrete interface of the concrete outer web 5 is ensured; a vertical PBL second open hole plate 3-1-8 is arranged on the outer surface of the corrugated steel web 3-1-1 at the position connected with the concrete cross partition plate 6, a row of shear nails 3-1-6 is arranged on both sides of the vertical PBL second open hole plate 3-1-8 along the vertical direction, a steel cross partition plate 3-1-9 is arranged between the two corrugated webs 3-1-1 at the position connected with the concrete cross partition plate 6, the steel cross partition plate 3-1-9 is provided with a manhole for construction personnel to pass through, and a steel bar passing hole is provided for the longitudinal steel bar of the concrete inner web 4 to pass through.

[0025] As shown in Figure 3 The roof member 1 is located above the steel web 3 and inside the two concrete outer webs 5, and includes a concrete roof 1-1 and a roof haunch 1-2; the concrete roof 1-1 is in a plate structure as a whole, and a lateral slope of 2% is arranged on each side to ensure smooth drainage of the bridge deck, and the roof haunch 1-2 is arranged at a corresponding position of the upper flange steel plate 3-1-2 of the steel web 3 and is in a trapezoidal shape, which ensures the adaptability of the roof member 1 and the steel web 3, increases the connection strength, and optimizes the stress distribution of the trapezoidal structure to reduce stress concentration at the contact position.

[0026] As shown in Figure 4As shown, the bottom plate member 2 is located below the steel web plate 3 and inside the two concrete outer web plates 5, including the concrete bottom plate 2-1 and the bottom plate haunch 2-2. The concrete bottom plate 2-1 is in the form of a plate structure as a whole, and the outer side is inclined upward to intersect with the concrete outer web plate 5, forming a stable connection interface. The bottom plate haunch 2-2 is arranged at the position corresponding to the lower flange steel plate 3-1-3 of the steel web plate 3, and is in the form of a trapezoid, which ensures the adaptability of the bottom plate member 2 to the steel web plate 3, increases the connection strength, and optimizes the stress distribution of the trapezoidal structure to reduce stress concentration at the contact position.

[0027] As shown in the figure, Figure 6 The concrete inner web plate 4 is arranged between the two corrugated steel web plates 3-1-1 of the 3-2 outer web plate, one on each side of the main beam, a total of two, and the concrete inner web plate 4 is adapted to the inner contour shape of the corrugated steel web plate 3-1-1 to ensure close fit with the corrugated steel web plate.

[0028] As shown in the figure, Figure 7 The concrete outer web plate 5 is arranged on the outer side of the main beam, one on each side of the main beam, a total of two, and the single concrete outer web plate 5 is in the form of a trapezoid as a whole and is divided into a first concrete outer web plate 5-1 and a second concrete outer web plate 5-2, facilitating asynchronous construction.

[0029] As shown in the figure, Figure 9 The concrete diaphragm plate 6 is arranged between the roof member 1, the bottom plate member 2 and the steel web plate 3, and the connection position of the top and bottom of the concrete diaphragm plate 6 with the steel web plate 3 is reserved in the form of a trapezoid, which is adapted to the roof haunch 1-2 of the roof member 1 and the bottom plate haunch 2-2 of the bottom plate member 2. The concrete diaphragm plate 6 is in the form of a plate as a whole, and one is arranged every certain distance along the longitudinal direction of the bridge. Holes are opened in the concrete diaphragm plate 6 for personnel to pass through, and pipeline holes are opened for pipelines to pass through.

[0030] Embodiment 2 As shown in the figure, Figure 10 The embodiment of the present application provides a construction method of a mountainous kilometer-level cable-stayed bridge with a corrugated web plate composite beam, which comprises the following specific steps: S100: The steel web plate 3 of the 1# segment is hoisted by using a truck crane in cooperation with a bridge erecting machine. Precise positioning measures are required during hoisting to ensure that the installation position deviation of the steel web plate meets the design requirements. After the 1# segment steel web plate is installed and fixed, a diamond hanging basket is installed thereon. The installation quality of the hanging basket needs to be inspected and qualified before it can be put into use. Then, the bottom plate member 2 of the 1# segment, the second concrete outer web plate 5-2 of the concrete outer web plate 5 and the concrete diaphragm plate 6 are poured. A layered pouring method is adopted, and the pouring thickness of each layer does not exceed 500mm. The pouring speed and vibration quality of the concrete need to be controlled during pouring. After pouring is completed, timely covering, moisturizing and curing are carried out.

[0031] S200: hoist the steel web plate 3 of the 2# segment, realize the connection of the steel web plate 3 of the 1# segment and the 2# segment by using high-strength bolt connection and cooperation welding, after the connection is completed, carry out the welding flaw detection and bolt torque detection, after the concrete strength of the bottom plate component 2 of the 1# segment, the second concrete outer web plate 5-2 of the concrete outer web plate 5, the concrete transverse diaphragm 6 reaches 80% of the design strength, the hanging basket is moved to the 2# segment construction position and fixed, then the top plate component 1 of the 1# segment, the first concrete outer web plate 5-1 of the concrete outer web plate 5, the concrete inner web plate 4 and the bottom plate component 2 of the 2# segment, the second concrete outer web plate 5-2 of the concrete outer web plate 5, the concrete transverse diaphragm 6 are synchronously poured, and the pouring and curing mode is the same as step S100.

[0032] S300: after the concrete strength poured in step S200 reaches 80% of the design strength, the construction process of step S200 is repeated, and the construction of the 3#, 4#,..., n# segments is sequentially completed until the whole bridge is closed. The closure construction needs to be carried out in a period of stable temperature, and after the closure segment is poured, the curing needs to be strengthened to ensure the closure quality.

[0033] The one kind of mountainous area kilometer level cable-stayed bridge wave-shaped web plate composite beam of the application, the steel web plate 3 constitutes the core load-bearing framework during construction, first installs and directly bears the hanging basket load, the bottom plate component 2 and the top plate component 1 are poured in the upper and lower flanges of the steel web plate 3 in stages and are combined with the same through shear pins and PBL keys, form the main bending member, the concrete outer web plate 5 is located at the outside of the main beam and is poured in two stages, the second concrete outer web plate 5-2 poured first cooperates with the bottom plate component 2 to form the initial stable body, the first concrete outer web plate 5-1 poured later is completed synchronously with the top plate component 1 and the concrete inner web plate 4, the concrete inner web plate 4 is finally poured asynchronously between the two wave-shaped web plates of the steel web plate 3, is combined closely with the steel web plate 3 through dense shear pins, significantly improves the overall axial stiffness of the main beam after the bridge is built, to more effectively transfer the huge axial force of the cable, the concrete transverse diaphragm 6 is arranged along the longitudinal bridge direction, transversely connects all the components into a whole, and ensures the cross-section deformation coordination. This process construction of steel web plate bearing first, concrete pouring in stages asynchronously not only reduces the self-weight during construction, optimizes the stress on the pier top, avoids the design of high beam structure, but also transfers the cable axial force through the cooperative stress of each component, realizes the multiple goals of stable beam body bearing, efficient and safe construction.

[0034] Those skilled in the art will readily understand that the above description is only the preferred embodiment of the present application, and is not intended to limit the present application, and any modifications, equivalent replacements and improvements made within the spirit and principles of the present application shall be included in the protection scope of the present application.

Claims

1. A composite beam with corrugated web for the side span of a kilometer-long cable-stayed bridge in mountainous areas, characterized in that, It includes a steel web (3), a top plate member (1) disposed above the steel web (3), a bottom plate member (2) disposed below the steel web (3), a concrete inner web (4) cast in the steel web (3), a concrete outer web (5) disposed on the outside of the main beam, and concrete transverse diaphragms (6) spaced along and connected to the steel web (3) in the longitudinal direction; wherein, The steel web (3) serves as the main load-bearing frame during construction, including the inner steel web (3-1) located in the middle of the transverse direction and the outer steel web (3-2) located on both sides of the transverse direction. The inner steel web (3-1) includes a corrugated steel web (3-1-1), an upper flange steel plate (3-1-2) welded to the upper part of the corrugated steel web (3-1-1), and a lower flange steel plate (3-1-3) welded to the lower part of the corrugated steel web (3-1-1). The outer steel web (3-2) is a hollow corrugated steel web structure, including two parallel corrugated steel webs (3-1-1), an upper flange steel plate (3-1-2) and a lower flange steel plate (3-1-3), and the inner concrete web (4) is cast between the two corrugated steel webs (3-1-1).

2. The composite beam with corrugated web for the side span of a kilometer-long cable-stayed bridge in mountainous areas according to claim 1, characterized in that, The top surface of the upper flange steel plate (3-1-2) is welded with a first perforated plate (3-1-4), through which transverse reinforcing bars are threaded; the bottom surface of the lower flange steel plate (3-1-3) is uniformly welded with angle steel (3-1-5), through which reinforcing bars are threaded and longitudinal reinforcing bars are threaded.

3. The composite beam with corrugated web for the side span of a kilometer-long cable-stayed bridge in mountainous areas according to claim 2, characterized in that, The angle steel (3-1-5) has a vertical U-shaped steel bar (3-1-7) welded to each of its two sides.

4. The composite beam with corrugated web for the side span of a kilometer-long cable-stayed bridge in mountainous areas according to claim 3, characterized in that, Two rows of shear studs (3-1-6) are welded along the longitudinal bridge direction on the bottom surface of the upper flange steel plate (3-1-2) and the top surface of the lower flange steel plate (3-1-3) of the steel outer web plate (3-2).

5. A composite beam with corrugated web for the side span of a kilometer-long cable-stayed bridge in mountainous areas, as described in any one of claims 1-4, characterized in that... Shear studs (3-1-6) are welded at equal intervals to the inner surface of the corrugated steel web (3-1-1) of the outer steel web (3-2).

6. A composite beam with corrugated web for the side span of a kilometer-long cable-stayed bridge in mountainous areas, as described in claim 5, is characterized in that... The outer surface of the corrugated steel web (3-1-1) is provided with a vertical second perforated plate (3-1-8) corresponding to the concrete diaphragm (6), and a row of shear studs (3-1-6) is arranged vertically on both sides of the second perforated plate (3-1-8).

7. The composite beam with corrugated web for the side span of a kilometer-long cable-stayed bridge in mountainous areas according to claim 6, characterized in that, A steel diaphragm (3-1-9) is provided between the two corrugated steel webs (3-1-1) of the steel outer web (3-2) at the connection position with the concrete diaphragm (6).

8. The composite beam with corrugated web for the side span of a kilometer-long cable-stayed bridge in mountainous areas according to claim 1, characterized in that, The top plate component (1) includes a concrete top plate (1-1) and a top plate haunch (1-2) located at the position of the upper flange steel plate (3-1-2); the bottom plate component (2) includes a concrete bottom plate (2-1) and a bottom plate haunch (2-2) located at the position of the lower flange steel plate (3-1-3).

9. A composite beam with corrugated web for the side span of a kilometer-long cable-stayed bridge in mountainous areas, as described in claim 1, is characterized in that... The concrete outer web (5) includes a first concrete outer web (5-1) and a second concrete outer web (5-2).

10. A construction method for a corrugated web composite beam for the side span of a kilometer-long cable-stayed bridge in mountainous areas, realizing the construction of a corrugated web composite beam for the side span of a kilometer-long cable-stayed bridge in mountainous areas as described in any one of claims 1-9, characterized in that, The specific steps include the following: S100: Hoist the steel web plate (3) of segment 1, install the hanging basket on the steel web plate (3) of segment 1, pour the bottom plate component (2) of segment 1, the second concrete outer web plate (5-2) of the concrete outer web plate (5) and the concrete diaphragm (6) and carry out curing. S200: Hoist the steel web plate (3) of segment 2 and connect the steel web plate (3) of segment 1 and segment 2. After the bottom plate component (2) of segment 1, the second concrete outer web plate (5-2) and the concrete diaphragm (6) reach 80% of the design strength, move the hanging basket forward to segment 2 and pour the top plate component (1), the first concrete outer web plate (5-1) of the concrete outer web plate (5) of segment 1, the concrete inner web plate (4) and the bottom plate component (2), the second concrete outer web plate (5-2) of the concrete outer web plate (5) of segment 2 and the concrete diaphragm (6) and carry out curing. S300: After the concrete poured in step S200 reaches 80% of the design strength, repeat the construction process of step S200 to complete the construction of the remaining segments in sequence until the entire bridge is closed.

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