A prestressable double-arch bridge structure and a construction method thereof

Abstract

The application relates to the field of bridge structures, in particular to a prestressable double-arch bridge structure and a construction method thereof, which comprises a joint pier, a main arch ring, an upper arch ring, prestressed steel strands, a bridge deck system and arch-up stand columns; the two ends of the main arch ring are fixedly connected with two arch seats respectively; the two ends of the upper arch ring are fixedly connected with the upper ends of the two joint piers respectively; the prestressed steel strands are arranged in the upper arch ring; when the bridge is completed, the prestressed steel strands exert an upward force on the intersection part of the main arch ring and the upper arch ring, and exert an inward force on the joint pier; the application exerts an upward radial force by applying prestress in the upper arch ring, so that the linear shape of the main arch ring can be adjusted, the stress distribution of the structure is optimized, the bearing capacity and the bending resistance of the whole bridge are improved, the prestressed steel strands provide additional compressive stress reserves for the structure, the whole structure is completely in a compression state in the completed bridge state, and the stability and the durability of the structure are improved.

Description

Technical Field

[0001] This invention relates to the field of bridge structures, and more specifically to a prestressed double-arch bridge structure and its construction method. Background Technology

[0002] Arch bridges, as an ancient and common bridge structure, have a long history. Their main characteristic is the use of an arch structure to bear loads. In this design, the vertical load on the bridge is transformed into horizontal pressure within the main arch ring. This structure effectively utilizes the compressive properties of materials and has been widely used throughout history.

[0003] In terms of material selection, arch bridges often use masonry materials, concrete, or steel-concrete composite structures. These materials perform well under compression and are suitable for bearing the pressure of arch bridge structures. However, with the increase in span and load of modern arch bridges, large bending moments are often generated within the main arch ring. This may cause the materials to be subjected to unsuitable tensile forces, leading to structural problems such as arch ring cracking and severe deflection.

[0004] In traditional arch bridge design, the arch ring is typically designed as a small eccentric compression structure. However, in actual use, factors such as overload and long-term deflection can cause the actual shape of the arch ring to deviate from the design shape. Once the arch ring shape changes, it is difficult to repair, transforming the arch ring from a small eccentric compression structure to a large eccentric compression structure or even a bending structure. In this situation, large tensile stresses will be generated in the arch ring, leading to cracking and further severe deflection, compromising the structural integrity and safety of the arch bridge. Summary of the Invention

[0005] In order to solve the above problems, the present invention aims to provide a prestressed double-arch bridge structure and its construction method, so as to improve the performance of existing arch bridges under long span and high load conditions, reduce structural damage caused by long-term stress changes, and ensure the long-term stability and safety of arch bridges.

[0006] This invention is achieved through the following technical solution:

[0007] A prestressable double-arch bridge structure, comprising:

[0008] Two boundary piers are arranged opposite each other and the lower ends of the boundary piers are fixed to the arch abutment;

[0009] The main arch ring has its two ends fixedly connected to the two arch seats respectively, and the center of the arc of the main arch ring is located below the main arch ring;

[0010] The upper arch ring has its two ends fixedly connected to the upper ends of the two junction piers, and the arc center of the upper arch ring is located above the upper arch ring. The upper arch ring is located directly above the main arch ring, and the middle part of the upper arch ring intersects with the middle part of the main arch ring.

[0011] Prestressed steel strands are installed inside the upper arch ring, and both ends of the prestressed steel strands are fixedly connected to the two junction piers respectively.

[0012] The bridge deck system is horizontally positioned above the upper arch ring, and both ends of the bridge deck system are fixedly connected to both ends of the upper arch ring, respectively.

[0013] The arch support column is vertically installed, and the lower end of the arch support column is fixedly connected to the main arch ring or the upper arch ring, while the upper end of the arch support column is fixedly connected to the upper arch ring or the bridge deck system.

[0014] During bridge construction, the prestressed steel strands exert an upward force on the intersection of the main arch ring and the upper arch ring, and exert an inward force on the junction pier.

[0015] Furthermore, it also includes reserved prestressed steel strands, which are set inside the upper arch ring, and the two ends of the prestressed steel strands are respectively fixedly connected to the two junction piers;

[0016] During bridge construction, the reserved prestressed steel strands do not exert any force on the intersection section and the junction pier;

[0017] When the deflection of the main arch ring exceeds the set value during later detection, the reserved prestressed steel strands are tensioned, so that the reserved prestressed steel strands exert an upward force on the intersection of the main arch ring and the upper arch ring, and the reserved prestressed steel strands exert an inward force on the junction pier.

[0018] Preferably, the upper arch ring is provided with a plurality of reserved channels, and the reserved prestressed steel strands are all arranged in the reserved channels.

[0019] Optionally, the upper arch ring is a hollow structure, and the prestressed steel strands are arranged opposite each other on the upper and lower parts of the cross sections of multiple sets of upper arch rings, and multiple reserved channels are distributed in groups on both sides of the prestressed steel strands.

[0020] A construction method for a prestressed double-arch bridge structure, comprising:

[0021] Cast the main arch ring, junction piers, and arch abutments;

[0022] The upper arch ring is cast on the main arch ring, and the prestressed steel strands are placed into the upper arch ring at the same time as the casting.

[0023] Casting bridge deck system;

[0024] Cast arch-supported columns between the main arch ring, the upper arch ring, and the bridge deck system;

[0025] After the main arch ring, junction piers, arch abutments, upper arch ring, bridge deck system, and arch columns all meet the strength requirements, the prestressed steel strands are tensioned.

[0026] Calculate the tension force and ensure that the main arch ring and the upper arch ring are under full compression, with the main arch ring and the reasonable arch axis completely coincident.

[0027] Specifically, the methods for calculating tension include:

[0028] The arch shape at point x of the main arch is determined based on the arch bridge's shape and the overall vertical dead load. And the constant load intensity q(x), y is the vertical height of the main arch ring at section x;

[0029] Obtain the horizontal thrust F at the arch crown section under vertical dead load. H And construct the judgment equation: Wherein, F(p) is the horizontal prestress applied to the upper arch ring by the prestressed steel strands;

[0030] Adjust the tension of the prestressed steel strands to make the judgment equation true, and obtain the tension of the prestressed steel strands.

[0031] Furthermore, the construction method also includes:

[0032] When casting the upper arch ring, multiple pre-reserved ducts are pre-set inside the upper arch ring, and pre-stressed steel strands are placed inside the pre-reserved ducts.

[0033] During the use of the double-arch bridge structure, the deflection of the main arch ring was intermittently monitored.

[0034] If the deflection of the main arch ring exceeds the set value, tension the reserved prestressed steel strands to compensate for the deflection of the main arch ring;

[0035] Calculate the tension of the reserved prestressed steel strands, and use the reserved prestressed steel strands to pull the deflected main arch ring upward to a position that coincides with the original reasonable arch axis.

[0036] After the prestressed steel strands are tensioned, concrete is poured into the prestressed ducts.

[0037] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0038] This invention utilizes the inherent characteristics of arch bridges, transforming vertical loads into horizontal pressure. Simultaneously, by applying prestress to the upper arch ring to generate upward radial force, it can be used to adjust the alignment of the main arch ring, optimize the structural stress distribution, improve the overall bridge's load-bearing capacity and bending resistance, and utilize prestressed steel strands to provide additional compressive stress reserves for the structure, ensuring that the entire structure is under full compression when the bridge is completed, thus improving the structure's stability and durability.

[0039] This invention also solves the difficulties encountered by traditional arch bridges in adjusting the main arch shape in the later stages of use and maintenance by reserving prestressed steel strands in the upper arch ring. Attached Figure Description

[0040] The accompanying drawings illustrate exemplary embodiments of the present invention and, together with the description thereof, serve to explain the principles of the invention. These drawings are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, but do not constitute a limitation on the embodiments of the present invention.

[0041] Figure 1 This is a schematic diagram of a prestressed double-arch bridge structure according to the present invention.

[0042] Figure 2 This is a finite element model diagram of a double-arch bridge with prestress that can be applied according to Embodiment 5 of the present invention.

[0043] Figure 3 This is a schematic diagram of the vertical deflection of a double-arch bridge under its own weight, as described in Embodiment 5 of the present invention.

[0044] Figure 4 This is a schematic diagram of the vertical deflection of a double-arch bridge under prestressing according to Embodiment 5 of the present invention.

[0045] Figure 5 This is a schematic diagram of the buckling coefficient of a single-arch bridge according to Embodiment 5 of the present invention.

[0046] Figure 6 This is a schematic diagram of the buckling coefficient of a double-arch bridge according to Embodiment 5 of the present invention.

[0047] Figure 7 This is a schematic diagram of the cross-section of the prestressed steel strands in the upper arch ring according to the present invention.

[0048] Figure 8 This is a schematic diagram of the operation of the prestressed steel strands according to the present invention.

[0049] Attached reference numerals: 1-Main arch ring, 2-Upper arch ring, 3-Prestressed steel strand, 3a-Reserved prestressed steel strand, 4-Column on the arch, 5-Boundary pier, 6-Bridge deck system, 7-Arch seat. Detailed Implementation

[0050] To make the objectives, technical solutions, and advantages of this invention clearer, the invention 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 for illustrative purposes only and are not intended to limit the scope of the invention.

[0051] It should also be noted that, for ease of description, only the parts relevant to the present invention are shown in the accompanying drawings.

[0052] Where there is no conflict, the embodiments and features described in the present invention can be combined with each other. The present invention will now be described in detail with reference to the accompanying drawings and embodiments.

[0053] Example 1

[0054] like Figure 1 As shown, a prestressed double-arch bridge structure includes: conventional junction piers 5, main arch rings 1, bridge deck system 6, and arch columns 4, as well as upper arch rings 2 and prestressed steel strands 3.

[0055] Two junction piers 5 are set opposite each other and the lower end of the junction piers 5 is fixed on the arch seat 7; the two ends of the main arch ring 1 are fixedly connected to the two arch seats 7 respectively, and the arc center of the main arch ring 1 is set below the main arch ring 1.

[0056] The two ends of the upper arch ring 2 are fixedly connected to the upper ends of the two junction piers 5 respectively, and the arc center of the upper arch ring 2 is set above the upper arch ring 2. The upper arch ring 2 is located directly above the main arch ring 1, and the middle part of the upper arch ring 2 intersects with the middle part of the main arch ring 1; the prestressed steel strands 3 are set inside the upper arch ring 2, and the two ends of the prestressed steel strands 3 are fixedly connected to the two junction piers 5 respectively; the bridge deck system 6 is horizontally set above the upper arch ring 2, and the two ends of the bridge deck system 6 are fixedly connected to the two ends of the upper arch ring 2 respectively.

[0057] The arch support column 4 is vertically installed. The lower end of the arch support column 4 is fixedly connected to the main arch ring 1 or the upper arch ring 2, and the upper end of the arch support column 4 is fixedly connected to the upper arch ring 2 or the bridge deck system 6. That is, when the arch support column 4 is located between the main arch ring 1 and the upper arch ring 2, both ends of the arch support column 4 are fixedly connected to the main arch ring 1 and the upper arch ring 2 respectively. When the arch support column 4 is located between the upper arch ring 2 and the bridge deck system 6, both ends of the arch support column 4 are fixedly connected to the upper arch ring 2 and the bridge deck system 6 respectively.

[0058] During the bridge's completion, the prestressed steel strands 3 exert an upward force on the intersection of the main arch ring 1 and the upper arch ring 2, and the prestressed steel strands 3 exert an inward force on the junction pier 5.

[0059] In this embodiment, the prestressed steel strands 3 can be used to apply prestress to the bridge to increase the compressive stress reserve of the main arch ring 1. However, the main arch ring 1 of a common arch bridge is an upward-arching parabola or catenary. If the prestressed steel strands 3 are directly installed in it, there will be a downward radial force after tensioning, which will accelerate the downward deflection of the main arch ring 1.

[0060] Therefore, in order to avoid accelerating the downward deflection of the main arch ring 1, an upper arch ring 2 in the opposite direction is added above the original main arch ring 1. Prestressed steel strands 3 are set in the upper arch ring 2 and tensioned, which will generate an upward radial force on the entire structure. Through the force on the upper arch ring 2, the force and shape of the main arch ring 1 are adjusted.

[0061] In arch bridge design, the optimal arch axis coincides with the dead load pressure line to ensure that the main arch ring 1 is not subjected to shear force and bending moment under dead load, but only axial pressure. Furthermore, by adding adjustable prestress to supplement the non-adjustable horizontal thrust, it is easier to calculate the appropriate tension force to achieve a state where the main arch ring 1 and the optimal arch axis are completely coincident.

[0062] Example 2

[0063] After long-term use, arch bridges often experience downward deflection of the main arch ring 1, deviating from the optimal arch axis. At this point, it is desirable to readjust the arch ring's alignment, but this is difficult to achieve with traditional arch bridges. To address this issue, this embodiment incorporates pre-stressed steel strands 3a within the upper arch ring 2 during bridge construction without tension. Later, if the arch ring deflection exceeds a predetermined value, these strands are tensioned to raise the main arch ring 1 and improve the overall structural stress distribution.

[0064] Therefore, the upper arch ring 2 also includes a reserved prestressed steel strand 3a, which is set inside the upper arch ring 2, and the two ends of the prestressed steel strand 3a are fixedly connected to the two junction piers 5 respectively.

[0065] When the bridge is completed, the prestressed steel strands 3a will not exert any force on the intersection and the junction piers 5;

[0066] When the deflection of the main arch ring 1 exceeds the set value during the later detection, the reserved prestressed steel strands 3a are tensioned, so that the reserved prestressed steel strands 3a exert an upward force on the intersection of the main arch ring 1 and the upper arch ring 2, and exert an inward force on the junction pier 5.

[0067] To facilitate the installation of the prestressed steel strands 3a, multiple pre-reserved channels are set in the upper arch ring 2, and the prestressed steel strands 3a are set in the pre-reserved channels.

[0068] like Figure 7 and Figure 8As shown, the upper arch ring 2 is a hollow structure, and prestressed steel strands 3 are arranged opposite each other on the upper and lower parts of the cross-sections of multiple sets of upper arch rings 2. Multiple reserved channels are distributed in groups on both sides of the prestressed steel strands 3. The hollow structure reduces the mass of the upper arch ring 2 and reduces the downward force on the main arch ring 1. By evenly distributing the prestressed steel strands 3 and reserved prestressed steel strands 3a within the upper arch ring 2, damage to the upper arch ring 2 is avoided when tensioning the prestressed steel strands 3 and / or reserved prestressed steel strands 3a.

[0069] Example 3

[0070] A construction method for a prestressed double-arch bridge structure, comprising:

[0071] Cast the main arch ring 1, the junction pier 5 and the arch seat 7; traditional scaffolding construction or inclined cable-stayed construction can be used.

[0072] Cast the upper arch ring 2 on the main arch ring 1 in place, and place the prestressed steel strands 3 into the upper arch ring 2 at the same time as casting;

[0073] Cast the bridge deck system 6; cast the arch support column 4 between the main arch ring 1, the upper arch ring 2, and the bridge deck system 6.

[0074] After the main arch ring 1, junction pier 5, arch seat 7, upper arch ring 2, bridge deck system 6, and arch column 4 all reach the strength requirements, the prestressed steel strands 3 are tensioned; the horizontal force of the prestressed steel strands 3 is mainly borne by the junction pier 5. After tensioning, each section of the upper arch ring 2 is compressed, and at the same time, an upward radially distributed force is generated, which lifts the main arch ring 1 through the arch columns 4 and the intersection of the two arch rings.

[0075] Calculate the tension force and ensure that the main arch ring 1 and the upper arch ring 2 are under full compression, and that the main arch ring 1 and the reasonable arch axis are completely coincident.

[0076] Methods for calculating tension include:

[0077] First, to ensure that the main arch ring 1's alignment completely coincides with the optimal arch axis, the equation for the optimal arch axis needs to be obtained. Under dead load, the crown bending moment M along the optimal arch axis... d =0, shear force at the crown Q d =0, the arch crown section only has horizontal thrust F H Then, taking the moment for any section 1 of the main arch ring, we get... Taking the reciprocal of both sides of the equation with respect to x twice, we get Among them, M x Let x be the bending moment of all dead loads to the right of any x section on that section, and q(x) be the intensity of the dead load.

[0078] The arch shape at point 1x of the main arch is determined based on the arch bridge's shape and the overall vertical dead load. The constant load intensity q(x) and y are the vertical heights of the main arch ring 1 at section x.

[0079] In the design of ordinary arch bridges, this formula is typically used to fit a reasonable arch axis shape. Once the shape of the arch bridge and the vertical load are determined, the arch ring shape... With the constant load intensity q(x) being a fixed value, the actual horizontal thrust of the arch ring at this time is different from the ideal value F. H The difference is too large; only the arch line can be adjusted. Refit a reasonable arch axis.

[0080] Obtain the horizontal thrust F at the arch crown section under vertical dead load. H And construct the judgment equation: Wherein, F(p) is the horizontal prestress applied by the prestressed steel strand 3 to the upper arch ring 2;

[0081] Adjust the tension of the prestressed steel strand 3 to make the judgment equation true, and obtain the tension of the prestressed steel strand 3.

[0082] Furthermore, due to construction errors, the actual load may differ from the design value upon completion of construction. This difference can be monitored during construction to determine the final bridge alignment. The dead load intensity q(x) and the actual horizontal thrust are calculated and adjusted to the final bridge completion value F(p) to ensure that the actual load at the final bridge completion is... The linearity of traditional arch bridges Both the constant load intensity q(x) and the dead load intensity are design values, even if the design stage reaches the design value. The requirements are that, during the actual bridge completion, if the monitored and measured bridge alignment, dead load intensity, and actual horizontal thrust do not meet the requirements... If the requirements are not met, it is impossible to make the main arch ring 1 and the reasonable arch axis completely coincide through adjustment.

[0083] The prestressed steel strands 3 using this scheme can achieve the desired effect without changing the dead load intensity q(x) and the arch ring shape. Under the premise of adjusting the horizontal thrust F H That is, adding a horizontal prestress F(p) so that That is, by adjusting the magnitude of F(p) to make the equation true, the requirements of a reasonable arch axis are met.

[0084] Example 4

[0085] During long-term operation, there may be issues such as material aging and overloading. The long-term downward deflection of the main arch ring 1 can be compensated by the tensioning of the prestressed steel strands 3a set in the upper arch ring 2, which will pull the deflected main arch ring 1 up to a position that basically coincides with the original reasonable arch axis.

[0086] Construction methods also include:

[0087] When casting the upper arch ring 2, multiple reserved channels are pre-set inside the upper arch ring 2, and reserved prestressed steel strands 3a are placed inside the reserved channels.

[0088] During the use of the double-arch bridge structure, the deflection of the main arch ring 1 was intermittently monitored;

[0089] If the deflection of the main arch ring 1 exceeds the set value, tension the reserved prestressed steel strand 3a to compensate for the deflection of the main arch ring 1.

[0090] Calculate the tension of the reserved prestressed steel strand 3a, and use the reserved prestressed steel strand 3a to pull the deflected main arch ring 1 up to a position that coincides with the original reasonable arch axis.

[0091] After the prestressed steel strand 3a is tensioned, concrete is poured into the reserved duct.

[0092] The prestressed steel strand 3a is located within the pre-reserved duct. No grouting is performed upon completion of construction; the strand remains relaxed. If deflection occurs later, the strand within the pre-reserved duct will be tensioned to achieve the desired state. Afterward, the duct will be grouted to complete the subsequent adjustments to the structure. See [link to pre-reserved duct layout and pre-tensioning instructions] for details. Figure 7 , Figure 8 .

[0093] Example 5

[0094] Taking a double-arch bridge with a span of 150m as an example, a finite element model was established using Midas to calculate... Figure 2 If the prestressed steel strands 3 inside the main arch ring 2 are not tensioned after construction is completed, the main arch ring 1 will deflect by 44.8 mm under dead load. Figure 3 If the prestressed steel strands 3 inside the upper arch ring 2 are tensioned, the arch ring deflects by 23.9 mm. Figure 4 Under the combined action of dead load and prestress, the main arch ring 1 deflected by 20.9 mm. This indicates that tensioning the prestressed steel strands 3 inside the upper arch ring 2 significantly improved the deflection of the main arch ring 1.

[0095] In the description of this specification, the references to terms such as "one embodiment / mode," "some embodiments / modes," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment / mode or example is included in at least one embodiment / mode or example of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment / mode or example. Moreover, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments / modes or examples. Furthermore, without contradiction, those skilled in the art can combine and integrate the different embodiments / modes or examples described in this specification, as well as the features of different embodiments / modes or examples.

[0096] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this application, "multiple" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0097] Those skilled in the art should understand that the above embodiments are merely for illustrating the present invention and are not intended to limit the scope of the invention. Those skilled in the art can make other changes or modifications based on the above invention, and these changes or modifications still fall within the scope of the present invention.

Claims

1. A construction method of a pre-stressable double-arch bridge structure, characterized by, The double-arch bridge structure comprises a joint pier (5), a main arch ring (1), an upper arch ring (2), a prestressed steel tendon (3), a bridge deck system (6) and an arch column (4); when the bridge is completed, the prestressed steel tendon (3) exerts an upward force on the intersection part of the main arch ring (1) and the upper arch ring (2), and the prestressed steel tendon (3) exerts an inward force on the joint pier (5); The two joint piers (5) are oppositely arranged, and the lower ends of the joint piers (5) are fixed on arch seats (7); The two ends of the main arch ring (1) are fixedly connected with the two arch seats (7) respectively, and the center of curvature of the main arch ring (1) is arranged below the main arch ring (1); The two ends of the upper arch ring (2) are fixedly connected with the upper ends of the two joint piers (5) respectively, and the center of curvature of the upper arch ring (2) is arranged above the upper arch ring (2), the upper arch ring (2) is located directly above the main arch ring (1), and the middle part of the upper arch ring (2) intersects with the middle part of the main arch ring (1); The prestressed steel tendon (3) is arranged in the upper arch ring (2), and the two ends of the prestressed steel tendon (3) are fixedly connected with the two joint piers (5) respectively; The bridge deck system (6) is horizontally arranged above the upper arch ring (2), and the two ends of the bridge deck system (6) are fixedly connected with the two ends of the upper arch ring (2) respectively; The arch column (4) is vertically arranged; When the arch column (4) is located between the main arch ring (1) and the upper arch ring (2), the two ends of the arch column (4) are fixedly connected with the main arch ring (1) and the upper arch ring (2) respectively; When the arch column (4) is located between the upper arch ring (2) and the bridge deck system (6), the two ends of the arch column (4) are fixedly connected with the upper arch ring (2) and the bridge deck system (6) respectively; The construction method comprises the following steps: Pouring the main arch ring (1), the joint pier (5) and the arch seat (7); Casting the upper arch ring (2) on the main arch ring (1) in situ, and placing the prestressed steel tendon (3) in the upper arch ring (2) at the same time of pouring; Pouring the bridge deck system (6); Pouring the arch column (4) between the main arch ring (1), the upper arch ring (2) and the bridge deck system (6); After the main arch ring (1), the joint pier (5), the arch seat (7), the upper arch ring (2), the bridge deck system (6) and the arch column (4) all meet the strength requirements, the prestressed steel tendon (3) is tensioned; The tensioning force is calculated, and the main arch ring (1) and the upper arch ring (2) are fully in compression, and the main arch ring (1) and the reasonable arch axis are completely coincident; The calculation method of the tensioning force comprises the following steps: Determine the arch ring line shape and the vertical constant load of the whole bridge to determine the main arch ring (1) at the section and the constant load intensity , The vertical height of the main arch ring (1) at the section ​ Obtaining horizontal thrust of vault section under vertical constant load and a judgment equation is constructed: wherein, is the horizontal prestress applied by the prestressed steel tendon (3) to the upper arch ring (2). Adjusting the tensioning force of the prestressed steel tendon (3) to make the judging equation true, and obtaining the tensioning force of the prestressed steel tendon (3).

2. The method of constructing a pre-stressable double-arch bridge structure according to claim 1, wherein, Further comprising: When pouring the upper arch ring (2), a plurality of reserved hole channels are preset in the upper arch ring (2), and a reserved prestressed steel tendon (3a) is placed in the reserved hole channel, the reserved prestressed steel tendon (3a) is arranged in the reserved hole channel in the upper arch ring (2), and the two ends of the prestressed steel tendon (3) are fixedly connected with the two joint piers (5) respectively.

3. The method of constructing a pre-stressable double-arch bridge structure according to claim 2, wherein, Further comprising: During the use of the double-arch bridge structure, the main arch ring (1) is intermittently detected for deflection; If the deflection of the main arch ring (1) exceeds a set value, the reserved prestressed steel strands (3a) are tensioned to compensate for the deflection of the main arch ring (1); The tensioning force of the reserved prestressed steel strands (3a) is calculated, and the deflected main arch ring (1) is pulled up to a position coinciding with the original reasonable arch axis by the reserved prestressed steel strands (3a).

4. The method of constructing a pre-stressable double-arch bridge structure according to claim 3, wherein, After the completion of tensioning of the reserved prestressed steel strands (3a), concrete is poured into the reserved ducts.

5. The method of constructing a pre-stressable double-arch bridge structure according to claim 2, wherein, When the bridge is completed, the reserved prestressed steel strands (3a) do not exert force on the intersection part and the abutment (5); When the deflection of the main arch ring (1) exceeds a set value in later detection, the reserved prestressed steel strands (3a) are tensioned to exert an upward force on the intersection part of the main arch ring (1) and the upper arch ring (2), and to exert an inward force on the abutment (5).

6. The method of constructing a pre-stressable double-arch bridge structure according to claim 5, wherein, The upper arch ring (2) is a hollow structure, and the upper and lower parts of the cross sections of multiple groups of the upper arch ring (2) are oppositely provided with the prestressed steel strands (3).

7. The method of constructing a pre-stressable double-arch bridge structure according to claim 5, wherein, Multiple reserved ducts are distributed in groups on both sides of the prestressed steel strands (3).

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