Construction method for joint connection structure of reconstructed and expanded widened bridge without interrupting traffic

Abstract

The present invention relates to a construction method for a joint connection structure of an expanded and reconstructed widened bridge without interrupting traffic. The expanded and reconstructed widened bridge includes an expanded and reconstructed new widened bridge and an expanded and reconstructed existing bridge arranged in parallel, and there is a splicing zone between the expanded and reconstructed new widened bridge and the expanded and reconstructed existing bridge. The construction method is as follows: (a) arranging the joint steel bars of the expanded and reconstructed widened bridge; (b) pouring ultra-high performance concrete temporary joint connection structures at intervals along the longitudinal direction of the bridge in the splicing zone; (c) after the ultra-high performance concrete reaches the specified strength, pouring the remaining joints with ordinary concrete to form an ordinary concrete joint connection structure, and after the ordinary concrete in the ordinary concrete joint connection structure reaches the specified strength, the construction is completed. Compared with the prior art, the present invention uses the ultra-high performance concrete temporary joint structure to ensure the coordinated deformation between the expanded and reconstructed widened bridges, reduces the disturbance to the joint concrete of the expanded and reconstructed widened bridges, and improves the construction quality of the joint structure of the widened bridge.

Description

Technical Field

[0001] The invention belongs to the technical field of joint connection of reconstructed and expanded widened bridges, and particularly relates to a construction method for a joint connection structure of a reconstructed and expanded widened bridge without interrupting traffic. Background Art

[0002] In recent years, in the reconstruction and expansion project of highway bridges, the method of building a new widened bridge is often adopted for bridge widening construction. Due to the influence of factors such as driving vibration, how to construct the transverse connection structure between the new bridge and the existing bridge without interrupting traffic has become a major problem. When the traffic is not interrupted, the construction difficulties of the reconstructed and expanded bridge joints are mainly manifested in the following aspects: First, when the new and old bridges are spliced, due to the influence of vehicle-bridge coupling vibration under the action of the random vehicle flow load, the vibration time history law between the newly built widened bridge and the existing bridge is complex; Second, under the action of driving disturbance, the concrete material is easily affected by the driving disturbance, resulting in the initial damage of the joint concrete structure and the degradation of material performance; Third, during the construction process without interrupting traffic, when the existing vibration reduction measures are used for construction, problems such as poor economy and high construction difficulty are likely to occur. For the above reasons, even when the vehicle running speed and vehicle weight are partially restricted, it is very difficult to improve the construction quality of the joint connection structure of the reconstructed and expanded widened bridge. It is particularly urgent to solve the construction method of the joint connection structure of the reconstructed and expanded widened bridge during the construction stage. Summary of the Invention

[0003] The purpose of the invention is to provide a construction method for a joint connection structure of a reconstructed and expanded widened bridge without interrupting traffic.

[0004] The purpose of the invention is realized through the following technical solutions:

[0005] A construction method for a joint connection structure of a reconstructed and expanded widened bridge without interrupting traffic, the reconstructed and expanded widened bridge includes a reconstructed and expanded widened new bridge and a reconstructed and expanded existing bridge arranged in parallel, and there is a splicing zone between the reconstructed and expanded widened new bridge and the reconstructed and expanded existing bridge.

[0006] The construction method specifically includes the following steps:

[0007] (a) Arrange the joint reinforcement of the reconstructed and expanded widened bridge on the reconstructed and expanded widened new bridge, the reconstructed and expanded existing bridge and in the splicing zone, and then pour the new bridge integral layer and the existing integral layer respectively on the top of the reconstructed and expanded widened new bridge and the top of the reconstructed and expanded existing bridge. The two integral layers are connected to each other through the integral layer transverse reinforcement in the joint reinforcement of the reconstructed and expanded widened bridge, and the integral layer can be poured with ordinary concrete.

[0008] (b) By using ultra-high performance concrete, an ultra-high performance concrete temporary joint connection structure is cast at intervals along the longitudinal direction of the bridge in the splicing zone, so that the ultra-high performance concrete temporary joint connection structure forms an integral body with the joint steel bars of the reconstructed and expanded widened bridge, the integral layer of the new bridge and the existing integral layer. After the ultra-high performance concrete reaches the specified strength, the reconstructed and expanded widened new bridge and the reconstructed and expanded existing bridge can co-deform under the action of the traffic load without interrupting the traffic.

[0009] (c) After the ultra-high performance concrete in the ultra-high performance concrete temporary joint connection structure reaches the specified strength, the remaining joint is cast with ordinary concrete to form an ordinary concrete joint connection structure, so that the ordinary concrete joint connection structure forms an integral body with the joint steel bars of the reconstructed and expanded widened bridge, the ultra-high performance concrete temporary joint connection structure, the integral layer of the new bridge and the existing integral layer. After the ordinary concrete in the ordinary concrete joint connection structure reaches the specified strength, the construction is completed. The ultra-high performance concrete temporary joint connection structure and the ordinary concrete joint connection structure jointly bear the load of the joint of the reconstructed and expanded widened bridge without interrupting the traffic. Specifically, the transverse steel bars of the integral layer, the transverse joint connection steel bars, the ultra-high performance concrete temporary joint connection structure and the ordinary concrete joint connection structure jointly bear the transverse load of the joint, the longitudinal joint steel bars, the ultra-high performance concrete temporary joint connection structure and the ordinary concrete joint connection structure jointly bear the longitudinal load of the joint, and the vertical joint steel bars, the ultra-high performance concrete temporary joint connection structure and the ordinary concrete joint connection structure jointly bear the vertical load of the joint.

[0010] When the connection between the reconstructed and expanded widened new bridge and the reconstructed and expanded existing bridge is a continuous widened connection, in step (a), the splicing zone includes an upper splicing zone located between the integral layer of the new bridge and the existing integral layer and a lower splicing zone located between the reconstructed and expanded widened new bridge and the reconstructed and expanded existing bridge, and the bottom ends of the lower splicing zone converge.

[0011] The joint steel bars of the reconstructed and expanded widened bridge include longitudinal integral layer steel bars, transverse integral layer steel bars, longitudinal joint steel bars and vertical joint steel bars. The longitudinal integral layer steel bars are arranged along the longitudinal direction of the bridge in the integral layer of the new bridge or the existing integral layer. The transverse integral layer steel bars are arranged along the transverse direction of the bridge in the integral layer of the new bridge, the existing integral layer or the upper splicing zone and are perpendicularly connected to the longitudinal integral layer steel bars. The longitudinal joint steel bars are arranged along the longitudinal direction of the bridge in the upper splicing zone and are perpendicularly connected to the transverse integral layer steel bars. The vertical joint steel bars are arranged vertically on both sides of the upper splicing zone and are inserted into the reconstructed and expanded widened new bridge or the reconstructed and expanded existing bridge respectively from top to bottom. The longitudinal integral layer steel bars, the longitudinal joint steel bars and the vertical joint steel bars are respectively connected to form a joint steel bar framework of the reconstructed and expanded widened bridge.

[0012] In step (a), the specific sequence of arranging the joint steel bars of the reconstructed and expanded widened bridge is as follows: arranging the longitudinal integral layer steel bars, arranging the transverse integral layer steel bars, arranging the longitudinal joint steel bars, and arranging the vertical joint steel bars;

[0013] In step (b), the upper splicing belt and the lower splicing belt are both filled with ultra-high performance concrete.

[0014] When the connection between the reconstructed and expanded widened new bridge and the reconstructed and expanded existing bridge is a discontinuous widened connection, in step (a), the splicing belt includes an upper splicing belt located between the integral layer of the new bridge and the existing integral layer, and a lower splicing belt located between the reconstructed and expanded widened new bridge and the reconstructed and expanded existing bridge. The bottom end of the lower splicing belt is open.

[0015] The joint steel bars of the reconstructed and expanded widened bridge include longitudinal integral layer steel bars, transverse integral layer steel bars, longitudinal joint steel bars, transverse joint connecting steel bars, and vertical joint steel bars. The longitudinal integral layer steel bars are arranged longitudinally in the integral layer of the new bridge or the existing integral layer along the longitudinal direction of the bridge. The transverse integral layer steel bars are arranged transversely in the integral layer of the new bridge, the existing integral layer, or the upper splicing belt along the transverse direction of the bridge and are perpendicularly connected to the longitudinal integral layer steel bars. The longitudinal joint steel bars are arranged longitudinally in the upper splicing belt and are perpendicularly connected to the transverse integral layer steel bars. The transverse joint connecting steel bars are arranged transversely in the lower splicing belt. The two ends of the transverse joint connecting steel bars are respectively inserted into the reconstructed and expanded widened new bridge or the reconstructed and expanded existing bridge. The vertical joint steel bars are arranged vertically on both sides of the upper splicing belt and are respectively inserted into the reconstructed and expanded widened new bridge or the reconstructed and expanded existing bridge from top to bottom. The longitudinal integral layer steel bars, the longitudinal joint steel bars, the transverse joint connecting steel bars, and the vertical joint steel bars are respectively connected to form the joint steel bar framework of the reconstructed and expanded widened bridge.

[0016] In step (a), the specific sequence of arranging the joint steel bars of the reconstructed and expanded widened bridge is as follows: arranging the longitudinal integral layer steel bars, arranging the transverse integral layer steel bars, arranging the longitudinal joint steel bars, arranging the transverse joint connecting steel bars, arranging the vertical joint steel bars;

[0017] In step (a), the vertical height of the transverse joint connecting steel bars is less than the vertical height of the lower splicing belt;

[0018] In step (b), the upper splicing belt is filled with ultra-high performance concrete, and the vertical height of the ultra-high performance concrete poured in the lower splicing belt is less than the vertical height of the lower splicing belt.

[0019] The vertical height of the ultra-high performance concrete temporary joint connection structure located in the upper splicing belt is 18 - 22 cm, preferably 20 cm, and the vertical height of the ultra-high performance concrete temporary joint connection structure located in the lower splicing belt is 20 - 24 cm, preferably 22 cm.

[0020] The vertical steel bars of the joints inserted in the reconstructed and expanded widened new bridge are arranged by embedding the steel bars pre-embedded in the reconstructed and expanded widened new bridge.

[0021] The vertical steel bars of the joints inserted in the reconstructed and expanded existing bridge directly utilize the steel bars of the side slabs of the reconstructed and expanded existing bridge or are arranged by the method of implanting steel bars.

[0022] The pouring spacing of the ultra-high performance concrete temporary joint connection structure along the longitudinal direction of the bridge is 1.8 - 2.2 m, preferably 2 m, and the pouring length of a single ultra-high performance concrete temporary joint connection structure along the longitudinal direction of the bridge is 27 - 33 cm, preferably 30 cm.

[0023] The ordinary concrete joint connection structure is located between two spaced ultra-high performance concrete temporary joint connection structures, and the pouring length of a single ordinary concrete joint connection structure along the longitudinal direction of the bridge is 2 m.

[0024] In step (b), the ultra-high performance concrete temporary joint connection structure includes an upper ultra-high performance concrete joint layer located between the new bridge integral layer and the existing integral layer, and a lower ultra-high performance concrete joint layer located between the reconstructed and expanded widened new bridge and the reconstructed and expanded existing bridge. The transverse width of the upper ultra-high performance concrete joint layer is greater than the transverse width of the lower ultra-high performance concrete joint layer.

[0025] In step (c), the ordinary concrete joint connection structure includes an upper ordinary concrete joint layer located between the new bridge integral layer and the existing integral layer, and a lower ordinary concrete joint layer located between the reconstructed and expanded widened new bridge and the reconstructed and expanded existing bridge. The transverse width of the upper ordinary concrete joint layer is greater than the transverse width of the lower ordinary concrete joint layer.

[0026] By arranging the ultra-high performance concrete temporary joint connection structures at intervals, the present invention utilizes the characteristics of ultra-high performance concrete materials with high strength grade and excellent anti-disturbance performance (the compressive strength of ultra-high performance concrete can reach 120 - 180 MPa, the cylindrical splitting tensile strength can reach 4.5 - 24 MPa, the toughness is 250 times that of ordinary concrete, the fracture energy is 10 - 40 kN·m / m, the elastic modulus is 37 - 55 GPa, the fracture modulus (the first crack) is 7.5 - 15 MPa, and the ultimate flexural strength is 18 - 35 MPa), so that a temporary reliable connection is formed between the newly built widened bridge and the existing bridge, ensuring the vibration deformation coordination between the newly built widened bridge and the existing bridge, and resisting the influence of the joint construction under the condition of non-stop traffic by the vehicle-bridge coupling vibration; and it forms an integral body with the ordinary concrete joint connection structure poured for the second time, improving the construction quality of the joint connection structure of the reconstructed and expanded widened bridge.

[0027] Compared with the prior art, the present invention solves the problem that traffic needs to be interrupted during the construction of the joint of the reconstructed and expanded widened bridge, reduces the construction cost and improves the social and economic benefits; the ultra-high performance concrete temporary joint structure in the present invention forms a reliable connection structure between the new bridge and the existing bridge of the widened bridge to resist vehicle vibration. The ultra-high performance concrete temporary joint structure ensures the coordinated deformation between the reconstructed and expanded widened bridges, reduces the disturbance to the joint concrete of the reconstructed and expanded widened bridges, and improves the construction quality of the joint structure of the widened bridge. The construction procedures of each structure in the present invention are simple, and conventional construction equipment and formwork can be directly used, and the construction cost is low. Description of the Drawings

[0028] Figure 1 Schematic cross-sectional view of the joint section of the reconstructed and expanded bridge in the transverse direction of the bridge before pouring ultra-high performance concrete;

[0029] Figure 2 Schematic cross-sectional view of the transverse direction of the ultra-high performance concrete temporary joint connection structure of the reconstructed and expanded widened bridge;

[0030] Figure 3 Schematic cross-sectional view of the transverse direction of the ordinary concrete joint connection structure of the reconstructed and expanded widened bridge;

[0031] Figure 4 Schematic top-plan layout view of the joint connection structure of the reconstructed and expanded widened bridge;

[0032] Figure 5 Schematic longitudinal elevation view of the joint connection structure of the reconstructed and expanded widened bridge along the joint center line;

[0033] Figure 6 Schematic cross-sectional view of the joint section of the reconstructed and expanded hollow slab beam bridge in the transverse direction of the bridge before pouring ultra-high performance concrete;

[0034] Figure 7 Schematic cross-sectional view of the transverse direction of the ultra-high performance concrete temporary joint connection structure of the reconstructed and expanded hollow slab beam bridge;

[0035] Figure 8 Schematic cross-sectional view of the transverse direction of the ordinary concrete joint connection structure of the reconstructed and expanded hollow slab beam bridge;

[0036] Figure 9 Schematic top-plan layout view of the joint connection structure of the reconstructed and expanded hollow slab beam bridge;

[0037] Figure 10 Schematic longitudinal elevation view of the joint connection structure of the reconstructed and expanded hollow slab beam bridge along the joint center line.

[0038] In the figure: 1 - Reconstructed and expanded widened new bridge; 2 - Reconstructed and expanded existing bridge; 301 - Integral layer of new bridge; 302 - Existing integral layer; 4 - Longitudinal reinforcement of integral layer; 5 - Transverse reinforcement of integral layer; 6 - Longitudinal reinforcement of joint; 7 - Transverse connecting reinforcement of joint; 8 - Vertical reinforcement of joint; 9 - Ultra-high performance concrete temporary joint connection structure; 10 - Ordinary concrete joint connection structure; 11 - Cast-in-place concrete hinge joint of hollow slab of reconstructed and expanded widened new bridge; 12 - Cast-in-place concrete hinge joint of hollow slab of reconstructed and expanded existing bridge; 1301 - Upper splicing belt; 1302 - Lower splicing belt. Specific implementation mode

[0039] The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.

[0040] Embodiment 1

[0041] A construction method for a joint connection structure of a reconstructed and expanded widened bridge without interrupting traffic, as Figure 1 、 2 shown in Figures 3, 4, and 5, the reconstructed and expanded widened bridge includes a reconstructed and expanded widened new bridge 1 and a reconstructed and expanded existing bridge 2 arranged in parallel, and there is a splicing belt between the reconstructed and expanded widened new bridge 1 and the reconstructed and expanded existing bridge 2. When the connection between the reconstructed and expanded widened new bridge 1 and the reconstructed and expanded existing bridge 2 is a non-continuous widened connection,

[0042] The construction method specifically includes the following steps:

[0043] (a) Arrange the joint reinforcement of the reconstructed and expanded widened bridge on the reconstructed and expanded widened new bridge 1, the reconstructed and expanded existing bridge 2, and the splicing belt. Then, pour and form an integral layer 301 of the new bridge and an existing integral layer 302 on the top of the reconstructed and expanded widened new bridge 1 and the top of the reconstructed and expanded existing bridge 2 respectively. The splicing belt includes an upper splicing belt 1301 between the integral layer 301 of the new bridge and the existing integral layer 302 and a lower splicing belt 1302 between the reconstructed and expanded widened new bridge 1 and the reconstructed and expanded existing bridge 2 (as Figure 1As shown, the dashed box located above represents the upper splicing strip 1301, and the dashed box located below represents the lower splicing strip 1302). The bottom of the lower splicing strip 1302 is open. The cross-bridge width of the upper splicing strip 1301 is greater than that of the lower splicing strip 1302. The joint steel bars for the reconstructed and expanded widened bridge include longitudinal integral layer steel bars 4, transverse integral layer steel bars 5, longitudinal joint steel bars 6, transverse joint connecting steel bars 7, and vertical joint steel bars 8. The specific sequence for arranging the joint steel bars for the reconstructed and expanded widened bridge is as follows: arranging the longitudinal integral layer steel bars 4, arranging the transverse integral layer steel bars 5, arranging the longitudinal joint steel bars 6, arranging the transverse joint connecting steel bars 7, arranging the vertical joint steel bars 8. The longitudinal integral layer steel bars 4 are arranged longitudinally in the new bridge integral layer 301 or the existing integral layer 302 of the bridge. The transverse integral layer steel bars 5 are arranged transversely in the new bridge integral layer 301, the existing integral layer 302, or the upper splicing strip 1301 of the bridge and are perpendicularly connected to the longitudinal integral layer steel bars 4. The longitudinal joint steel bars 6 are arranged longitudinally in the upper splicing strip 1301 and are perpendicularly connected to the transverse integral layer steel bars 5. The transverse joint connecting steel bars 7 are arranged transversely in the lower splicing strip 1302. The two ends of the transverse joint connecting steel bars 7 are respectively inserted into the reconstructed and expanded widened new bridge 1 or the reconstructed and expanded existing bridge 2. The vertical height of the transverse joint connecting steel bars 7 is less than the vertical height of the lower splicing strip 1302. The vertical joint steel bars 8 are arranged vertically on both sides of the upper splicing strip 1301 and are respectively inserted into the reconstructed and expanded widened new bridge 1 or the reconstructed and expanded existing bridge 2 from top to bottom. Some of the vertical joint steel bars 8 are also connected to the transverse joint connecting steel bars 7. The vertical joint steel bars 8 inserted into the reconstructed and expanded widened new bridge 1 are arranged by means of pre-embedding in the reconstructed and expanded widened new bridge 1. The vertical joint steel bars 8 inserted into the reconstructed and expanded existing bridge 2 directly utilize the steel bars of the side plates of the reconstructed and expanded existing bridge 2 or are arranged by means of implanting steel bars. The longitudinal integral layer steel bars 4, the longitudinal joint steel bars 6, the transverse joint connecting steel bars 7, and the vertical joint steel bars 8 are respectively connected to form the joint steel bar skeleton of the reconstructed and expanded widened bridge. At this time, as Figure 1 shown;

[0044] (b) By using ultra-high performance concrete, the ultra-high performance concrete temporary joint connection structure 9 is cast at intervals along the longitudinal direction of the bridge in the splicing zone, so that the ultra-high performance concrete temporary joint connection structure 9 forms an integral body with the splicing joint steel bars of the reconstructed and expanded widened bridge, the new bridge integral layer 301 and the existing integral layer 302. Among them, the casting interval of the ultra-high performance concrete temporary joint connection structure 9 along the longitudinal direction of the bridge is 2 m, the casting length of a single ultra-high performance concrete temporary joint connection structure 9 along the longitudinal direction of the bridge is 30 cm, the upper splicing zone 1301 is filled with ultra-high performance concrete, and the vertical height of the ultra-high performance concrete cast in the lower splicing zone 1302 is less than the vertical height of the lower splicing zone 1302. Specifically, the vertical height of the ultra-high performance concrete temporary joint connection structure 9 located in the upper splicing zone 1301 is 20 cm, and the vertical height of the ultra-high performance concrete temporary joint connection structure 9 located in the lower splicing zone 1302 is 22 cm. The ultra-high performance concrete temporary joint connection structure 9 includes an upper ultra-high performance concrete joint layer located between the new bridge integral layer 301 and the existing integral layer 302, that is, in the upper splicing zone 1301, and a lower ultra-high performance concrete joint layer located between the reconstructed and expanded widened new bridge 1 and the reconstructed and expanded existing bridge 2, that is, in the lower splicing zone 1302. The cross-bridge width of the upper ultra-high performance concrete joint layer is greater than the cross-bridge width of the lower ultra-high performance concrete joint layer. The cross-bridge sectional schematic diagram of the cast ultra-high performance concrete temporary joint connection structure 9 is as shown in Figure 2 shown;

[0045] (c) After the ultra-high performance concrete in the ultra-high performance concrete temporary joint connection structure 9 reaches the specified strength, the remaining joints are cast with ordinary concrete to form the ordinary concrete joint connection structure 10, so that the ordinary concrete joint connection structure 10 forms an integral body with the splicing joint steel bars of the reconstructed and expanded widened bridge, the ultra-high performance concrete temporary joint connection structure 9, the new bridge integral layer 301 and the existing integral layer 302. Among them, the ordinary concrete joint connection structure 10 is located between two adjacent ultra-high performance concrete temporary joint connection structures 9. The casting length of a single ordinary concrete joint connection structure 10 along the longitudinal direction of the bridge is 2 m. The ordinary concrete joint connection structure 10 includes an upper ordinary concrete joint layer located between the new bridge integral layer 301 and the existing integral layer 302, and a lower ordinary concrete joint layer located between the reconstructed and expanded widened new bridge 1 and the reconstructed and expanded existing bridge 2. The cross-bridge width of the upper ordinary concrete joint layer is greater than the cross-bridge width of the lower ordinary concrete joint layer. After the ordinary concrete in the ordinary concrete joint connection structure 10 reaches the specified strength, the construction is completed. The cross-bridge sectional schematic diagram of the cast ordinary concrete joint connection structure 10 is as shown in Figure 3 shown. After the construction is completed, the top view plane layout schematic diagram of the widened bridge is as shown in Figure 4 shown, and the longitudinal bridge elevation schematic diagram along the joint center line in the splicing zone is as shown in Figure 5 shown.

[0046] Example 2

[0047] A construction method for the joint connection structure of an expanded and reconstructed widened bridge without interrupting traffic is as follows Figure 6 、 7 、8, 9, and 10 show. The expanded and reconstructed widened bridge includes an expanded and reconstructed widened new bridge 1 and an expanded and reconstructed existing bridge 2 arranged in parallel (in this example, both the expanded and reconstructed widened new bridge 1 and the expanded and reconstructed existing bridge 2 adopt hollow slab bridges. There are multiple expanded and reconstructed widened new bridge hollow slab hinge joints 11 filled with concrete arranged along the transverse direction of the bridge in the expanded and reconstructed widened new bridge 1, and there are multiple expanded and reconstructed existing bridge hollow slab hinge joints filled with concrete arranged along the transverse direction of the bridge in the expanded and reconstructed existing bridge 2). There is a splicing zone between the expanded and reconstructed widened new bridge 1 and the expanded and reconstructed existing bridge 2. When the expanded and reconstructed widened new bridge 1 and the expanded and reconstructed existing bridge 2 are continuously widened and connected,

[0048] The construction method specifically includes the following steps:

[0049] (a) Arrange the joint reinforcement of the expanded and reconstructed widened bridge on the expanded and reconstructed widened new bridge 1, the expanded and reconstructed existing bridge 2, and in the splicing zone. Then, pour and form a new bridge integral layer 301 and an existing integral layer 302 on the top of the expanded and reconstructed widened new bridge 1 and the top of the expanded and reconstructed existing bridge 2 respectively. The splicing zone includes an upper splicing zone 1301 between the new bridge integral layer 301 and the existing integral layer 302 and a lower splicing zone 1302 between the expanded and reconstructed widened new bridge 1 and the expanded and reconstructed existing bridge 2 (as Figure 6As shown, the dashed box located above represents the upper splicing belt 1301, and the dashed box located below represents the lower splicing belt 1302. The bottom ends of the lower splicing belt 1302 converge. The transverse bridge width of the upper splicing belt 1301 is greater than that of the lower splicing belt 1302. The joint steel bars for the reconstructed and expanded widened bridge include longitudinal integral layer steel bars 4, transverse integral layer steel bars 5, longitudinal joint steel bars 6, and vertical joint steel bars 8. The specific sequence for arranging the joint steel bars for the reconstructed and expanded widened bridge is as follows: arranging the longitudinal integral layer steel bars 4, arranging the transverse integral layer steel bars 5, arranging the longitudinal joint steel bars 6, arranging the vertical joint steel bars 8. The longitudinal integral layer steel bars 4 are arranged longitudinally along the bridge in the new bridge integral layer 301 or the existing integral layer 302. The transverse integral layer steel bars 5 are arranged transversely along the bridge in the new bridge integral layer 301, the existing integral layer 302, or the upper splicing belt 1301 and are perpendicularly connected to the longitudinal integral layer steel bars 4. The longitudinal joint steel bars 6 are arranged longitudinally along the bridge in the upper splicing belt 1301 and are perpendicularly connected to the transverse integral layer steel bars 5. The vertical joint steel bars 8 are arranged vertically on both sides of the upper splicing belt 1301 and are respectively inserted into the reconstructed and expanded widened new bridge 1 or the reconstructed and expanded existing bridge 2 from top to bottom. The vertical joint steel bars 8 inserted into the reconstructed and expanded widened new bridge 1 are arranged by the method of pre-burying in the reconstructed and expanded widened new bridge 1. The vertical joint steel bars 8 inserted into the reconstructed and expanded existing bridge 2 directly utilize the steel bars of the side plates of the reconstructed and expanded existing bridge 2 or are arranged by the method of implanting steel bars. The longitudinal integral layer steel bars 4, the longitudinal joint steel bars 6, and the vertical joint steel bars 8 are respectively connected to form the joint steel bar framework for the reconstructed and expanded widened bridge. At this time, as Figure 6 shown;

[0050] (b) Using ultra-high performance concrete, ultra-high performance concrete temporary joint connection structures 9 are cast at intervals longitudinally along the bridge in the splicing belt, so that the ultra-high performance concrete temporary joint connection structures 9 form an integral body with the joint steel bars for the reconstructed and expanded widened bridge, the new bridge integral layer 301, and the existing integral layer 302. Among them, the pouring interval of the ultra-high performance concrete temporary joint connection structures 9 longitudinally along the bridge is 2 m, and the pouring length of a single ultra-high performance concrete temporary joint connection structure 9 longitudinally along the bridge is 30 cm. The upper splicing belt 1301 and the lower splicing belt 1302 are both filled with ultra-high performance concrete. The ultra-high performance concrete temporary joint connection structure 9 includes an upper ultra-high performance concrete joint layer located between the new bridge integral layer 301 and the existing integral layer 302, that is, in the upper splicing belt 1301, and a lower ultra-high performance concrete joint layer located between the reconstructed and expanded widened new bridge 1 and the reconstructed and expanded existing bridge 2, that is, in the lower splicing belt 1302. The transverse bridge width of the upper ultra-high performance concrete joint layer is greater than that of the lower ultra-high performance concrete joint layer. The transverse cross-sectional schematic diagram of the poured ultra-high performance concrete temporary joint connection structure 9 is as Figure 7 shown;

[0051] (c) After the ultra-high performance concrete in the temporary joint connection structure 9 of the ultra-high performance concrete reaches the specified strength, the remaining joints are poured with ordinary concrete to form the ordinary concrete joint connection structure 10, so that the ordinary concrete joint connection structure 10, the joint steel bars of the reconstructed and expanded widened bridge, the ultra-high performance concrete temporary joint connection structure 9, the new bridge integral layer 301 and the existing integral layer 302 form an integral body. Among them, the ordinary concrete joint connection structure 10 is located between two spaced ultra-high performance concrete temporary joint connection structures 9. The pouring length of a single ordinary concrete joint connection structure 10 along the longitudinal direction of the bridge is 2 m. The ordinary concrete joint connection structure 10 includes an upper ordinary concrete joint layer in the upper splicing zone 1301 between the new bridge integral layer 301 and the existing integral layer 302, and a lower ordinary concrete joint layer in the lower splicing zone 1302 between the reconstructed and expanded widened new bridge 1 and the reconstructed and expanded existing bridge 2. The transverse width of the upper ordinary concrete joint layer is greater than the transverse width of the lower ordinary concrete joint layer. After the ordinary concrete in the ordinary concrete joint connection structure 10 reaches the specified strength, the construction is completed. The cross-sectional schematic diagram of the completed ordinary concrete joint connection structure 10 in the transverse direction of the bridge is as shown in Figure 8 shown. After the construction is completed, the top view plane layout schematic diagram of the widened bridge is as shown in Figure 9 shown, and the longitudinal elevation schematic diagram along the joint center line in the splicing zone is as shown in Figure 10 shown.

[0052] The above description of the embodiments is to enable those of ordinary skill in the art to understand and use the invention. It is obvious that those skilled in the art can easily make various modifications to these embodiments and apply the general principles described herein to other embodiments without creative labor. Therefore, the present invention is not limited to the above embodiments, and all improvements and modifications made by those skilled in the art without departing from the scope of the present invention according to the disclosure of the present invention should be within the protection scope of the present invention.

Claims

1. A construction method for the joint connection structure of an expanded and reconstructed widened bridge without interrupting traffic, characterized in that, The reconstructed and expanded widened bridge includes a reconstructed and expanded widened new bridge (1) and a reconstructed and expanded existing bridge (2) arranged in parallel. There is a splicing zone between the reconstructed and expanded widened new bridge (1) and the reconstructed and expanded existing bridge (2). The construction method specifically includes the following steps: (a) Arrange the joint steel bars of the reconstructed and expanded widened bridge on the reconstructed and expanded widened new bridge (1), the reconstructed and expanded existing bridge (2), and in the splicing zone. Then, pour and form a new bridge integral layer (301) and an existing integral layer (302) on the top of the reconstructed and expanded widened new bridge (1) and the top of the reconstructed and expanded existing bridge (2) respectively; (b) Use ultra-high performance concrete to pour the ultra-high performance concrete temporary joint connection structure (9) at intervals along the longitudinal direction of the bridge in the splicing zone, so that the ultra-high performance concrete temporary joint connection structure (9) forms an integral with the joint steel bars of the reconstructed and expanded widened bridge, the new bridge integral layer (301), and the existing integral layer (302); (c) After the ultra-high performance concrete in the ultra-high performance concrete temporary joint connection structure (9) reaches the specified strength, use ordinary concrete to pour the remaining joints to form an ordinary concrete joint connection structure (10), so that the ordinary concrete joint connection structure (10) forms an integral with the joint steel bars of the reconstructed and expanded widened bridge, the ultra-high performance concrete temporary joint connection structure (9), the new bridge integral layer (301), and the existing integral layer (302). After the ordinary concrete in the ordinary concrete joint connection structure (10) reaches the specified strength, the construction is completed.

2. The construction method of a joint connection structure for an expanded and reconstructed widened bridge without interrupting traffic according to claim 1, characterized in that, When the connection between the reconstructed and expanded widened new bridge (1) and the reconstructed and expanded existing bridge (2) is a continuous widening connection, in step (a), the splicing zone includes an upper splicing zone (1301) located between the new bridge integral layer (301) and the existing integral layer (302), and a lower splicing zone (1302) located between the reconstructed and expanded widened new bridge (1) and the reconstructed and expanded existing bridge (2). The bottom ends of the lower splicing zone (1302) converge. The joint steel bars of the reconstructed and expanded widened bridge include integral layer longitudinal steel bars (4), integral layer transverse steel bars (5), joint longitudinal steel bars (6), and joint vertical steel bars (8). The integral layer longitudinal steel bars (4) are arranged along the longitudinal direction of the bridge in the new bridge integral layer (301) or the existing integral layer (302). The integral layer transverse steel bars (5) are arranged along the transverse direction of the bridge in the new bridge integral layer (301), the existing integral layer (302), or the upper splicing zone (1301) and are perpendicularly connected to the integral layer longitudinal steel bars (4). The joint longitudinal steel bars (6) are arranged along the longitudinal direction of the bridge in the upper splicing zone (1301) and are perpendicularly connected to the integral layer transverse steel bars (5). The joint vertical steel bars (8) are arranged vertically on both sides of the upper splicing zone (1301) and are inserted into the reconstructed and expanded widened new bridge (1) or the reconstructed and expanded existing bridge (2) from top to bottom respectively. The integral layer longitudinal steel bars (4), joint longitudinal steel bars (6), and joint vertical steel bars (8) are respectively connected to form the joint steel bar skeleton of the reconstructed and expanded widened bridge.

3. The construction method of a joint connection structure for an expanded and reconstructed widened bridge without interrupting traffic according to claim 2, characterized in that, In step (a), the specific sequence of arranging the joint steel bars of the reconstructed and extended widened bridge is as follows: arranging the longitudinal integral layer steel bars (4), arranging the transverse integral layer steel bars (5), arranging the longitudinal joint steel bars (6), and arranging the vertical joint steel bars (8). In step (b), the upper splicing belt (1301) and the lower splicing belt (1302) are both filled with ultra-high performance concrete.

4. The construction method of a joint connection structure for an expanded and reconstructed widened bridge without interrupting traffic according to claim 1, characterized in that, When the connection between the reconstructed and extended widened new bridge (1) and the reconstructed and extended existing bridge (2) is a discontinuous widened connection, in step (a), the splicing belt includes an upper splicing belt (1301) located between the new bridge integral layer (301) and the existing integral layer (302), and a lower splicing belt (1302) located between the reconstructed and extended widened new bridge (1) and the reconstructed and extended existing bridge (2). The bottom end of the lower splicing belt (1302) is open. The joint steel bars of the reconstructed and extended widened bridge include longitudinal integral layer steel bars (4), transverse integral layer steel bars (5), longitudinal joint steel bars (6), transverse joint connecting steel bars (7), and vertical joint steel bars (8). The longitudinal integral layer steel bars (4) are arranged longitudinally in the new bridge integral layer (301) or the existing integral layer (302) of the bridge. The transverse integral layer steel bars (5) are arranged transversely in the new bridge integral layer (301), the existing integral layer (302), or the upper splicing belt (1301) of the bridge and are perpendicularly connected to the longitudinal integral layer steel bars (4). The longitudinal joint steel bars (6) are arranged longitudinally in the upper splicing belt (1301) and are perpendicularly connected to the transverse integral layer steel bars (5). The transverse joint connecting steel bars (7) are arranged transversely in the lower splicing belt (1302). The two ends of the transverse joint connecting steel bars (7) are respectively inserted into the reconstructed and extended widened new bridge (1) or the reconstructed and extended existing bridge (2). The vertical joint steel bars (8) are arranged vertically on both sides of the upper splicing belt (1301) and are respectively inserted into the reconstructed and extended widened new bridge (1) or the reconstructed and extended existing bridge (2) from top to bottom. The longitudinal integral layer steel bars (4), the longitudinal joint steel bars (6), the transverse joint connecting steel bars (7), and the vertical joint steel bars (8) are respectively connected to form the joint steel bar framework of the reconstructed and extended widened bridge.

5. The construction method of a joint connection structure for an expanded and reconstructed widened bridge without interrupting traffic according to claim 4, characterized in that, In step (a), the specific sequence of arranging the joint steel bars of the reconstructed and extended widened bridge is as follows: arranging the longitudinal integral layer steel bars (4), arranging the transverse integral layer steel bars (5), arranging the longitudinal joint steel bars (6), arranging the transverse joint connecting steel bars (7), arranging the vertical joint steel bars (8). In step (a), the vertical height of the transverse joint connecting steel bars (7) is less than the vertical height of the lower splicing belt (1302). In step (b), the upper splicing belt (1301) is filled with ultra-high performance concrete, and the vertical height of the ultra-high performance concrete poured in the lower splicing belt (1302) is less than the vertical height of the lower splicing belt (1302).

6. The construction method of a joint connection structure for an expanded and reconstructed widened bridge without interrupting traffic according to claim 4, characterized in that, The vertical height of the ultra-high performance concrete temporary joint connection structure (9) located in the upper splicing strip (1301) is 18 - 22 cm, and the vertical height of the ultra-high performance concrete temporary joint connection structure (9) located in the lower splicing strip (1302) is 20 - 24 cm.

7. The construction method of a joint connection structure for an expanded and reconstructed widened bridge without interrupting traffic according to claim 2 or 4, characterized in that, The vertical joint reinforcement bars (8) inserted into the reconstructed and expanded widened new bridge (1) are arranged by embedding them in the reconstructed and expanded widened new bridge (1). The vertical joint reinforcement bars (8) inserted into the reconstructed and expanded existing bridge (2) directly utilize the reinforcement bars of the side slabs of the reconstructed and expanded existing bridge (2) or are arranged by the way of post-embedded bars.

8. The construction method of a joint connection structure for an expanded and reconstructed widened bridge without interrupting traffic according to claim 1, characterized in that, The casting spacing of the ultra-high performance concrete temporary joint connection structure (9) along the longitudinal direction of the bridge is 1.8 - 2.2 m, and the casting length of a single ultra-high performance concrete temporary joint connection structure (9) along the longitudinal direction of the bridge is 27 - 33 cm. The ordinary concrete joint connection structure (10) is located between two spaced ultra-high performance concrete temporary joint connection structures (9), and the casting length of a single ordinary concrete joint connection structure (10) along the longitudinal direction of the bridge is 2 m.

9. The construction method of the joint connection structure for the reconstruction and expansion of a widened bridge without interrupting traffic according to claim 1, characterized in that, In step (b), the ultra-high performance concrete temporary joint connection structure (9) includes an upper ultra-high performance concrete joint layer located between the new bridge integral layer (301) and the existing integral layer (302), and a lower ultra-high performance concrete joint layer located between the reconstructed and expanded widened new bridge (1) and the reconstructed and expanded existing bridge (2), and the transverse width of the upper ultra-high performance concrete joint layer is greater than the transverse width of the lower ultra-high performance concrete joint layer.

10. The construction method of a joint connection structure for an expanded and reconstructed widened bridge without interrupting traffic according to claim 1, characterized in that, In step (c), the ordinary concrete joint connection structure (10) includes an upper ordinary concrete joint layer located between the new bridge integral layer (301) and the existing integral layer (302), and a lower ordinary concrete joint layer located between the reconstructed and expanded widened new bridge (1) and the reconstructed and expanded existing bridge (2), and the transverse width of the upper ordinary concrete joint layer is greater than the transverse width of the lower ordinary concrete joint layer.

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