Integral incremental launching construction method for large-span ultra-wide bridge floor steel box tied arch bridge arch

Abstract

The invention relates to the field of bridge incremental launching construction, in particular to an integral incremental launching construction method for a large-span ultra-wide bridge floor steel box tied arch bridge arch, which adopts a multi-point synchronous walking type incremental launching method to perform multi-round incremental launching on a beam body. An arch rib assembling support is arranged between the beam body and the arch rib and comprises a plurality of support units, a part of the support units comprise first supporting parts, second supporting parts and third supporting parts, the top ends of the first supporting parts and the top ends of the second supporting parts are connected to the arch rib, and the top ends of the third supporting parts are connected to the beam body. The bottom end of the first supporting part and the bottom end of the second supporting part are both connected to the beam body, and the distance between the top end of the first supporting part and the top end of the second supporting part is smaller than that between the bottom end of the first supporting part and the bottom end of the second supporting part; the third supporting part is located between the first supporting part and the second supporting part, the top end of the third supporting part is connected to the arch rib, and the bottom end of the third supporting part is connected to the beam body. Therefore, the stability of the whole pushing process of the beam and the arch rib is improved.

Description

Technical Field

[0001] The invention relates to the field of bridge jacking construction, and in particular to a method for integral jacking construction of a large-span and ultra-wide bridge deck steel box tied arch bridge arch. Background Art

[0002] The jacking construction method is usually used for the construction of an overall bridge push when traditional erection methods (such as in-situ lifting or casting) cannot be used.

[0003] The existing jacking construction method is usually suitable for jacking in the horizontal direction, that is, the jacking trajectory is a horizontal line, and there is no slope in the jacking direction. In addition, the two rows of temporary piers built by the existing jacking construction method are arranged in parallel, and the two rows of parallel temporary piers are opposite to each other. During the jacking process, the two rows of opposite temporary piers can support the beam body at the same time to ensure the stability of the beam body. Therefore, the current jacking method is relatively easy to control and construct when the jacking trajectory is a horizontal line and the two rows of temporary piers are opposite to each other. The stress change of the beam body is small, and it is safe and easy to control.

[0004] However, in the actual construction process, it will be affected by the terrain and other obstacles (such as railway lines), which will cause the jacking trajectory to be not a horizontal line, but an inclined line, and the two rows of temporary piers will not correspond to each other on the left and right sides. The two rows of temporary piers will be staggered on the left and right sides to avoid existing obstacles. At this time, if the existing jacking method is still used for construction, since the jacking trajectory is an inclined line and some temporary piers do not correspond to each other, the two rows of temporary piers on the left and right sides may not support the beam at the same time. When one side of the beam is supported by the temporary pier, the other side of the beam will be suspended, and the stress of the beam will change greatly. This will increase the difficulty in the jacking process (increased difficulty, such as large stress changes in the beam and greater risks in stability control). The existing conventional jacking method is obviously not suitable for construction in this situation. Summary of the invention

[0005] The present invention aims to provide a method for integral jacking construction of a large-span and ultra-wide bridge deck steel box tied arch bridge arch. When faced with a situation where there is no one-to-one correspondence between two rows of temporary piers on the left and right sides, the safety and reliability of the jacking construction can be guaranteed, and the safety risks can be reduced.

[0006] To achieve the above object, the present invention adopts the following technical solution: a method for integrally pushing a large-span and ultra-wide bridge deck steel box tied arch bridge arch, comprising the following steps: S1. Complete the construction of the main bridge substructure foundation, the jacking assembly platform and the installation of the jacking temporary piers; S2, complete the beam body, arch rib assembly bracket and arch rib installation; S3, complete the installation of the guide beam; S4. Adopt the multi-point synchronous walking jacking method to conduct multiple rounds of jacking on the beam body until the jacking is in place; In S2, the arch rib assembly support includes multiple support units arranged in sequence. Each support unit includes a first support part and a second support part. The top ends of the first support part and the second support part are both connected to the arch rib, and the bottom ends of the first support part and the second support part are both connected to the beam body. The distance between the top ends of the first support part and the second support part is less than the distance between the bottom ends of the first support part and the second support part; some support units further include a third support part. The third support part is located between the first support part and the second support part. The top end of the third support part is connected to the arch rib, and the bottom end of the third support part is connected to the beam body.

[0007] The principle and advantages of this solution are as follows: This solution adopts an arch rib assembly support with a special structure. The arch rib assembly support includes multiple support units arranged in sequence. Each support unit includes a first support part and a second support part. Some of the support units further include a third support part. The third support part is located between the first support part and the second support part. The shape formed by the first support part, the second support part, and the third support part is similar to the character "个". The first support part, the second support part, and the third support part jointly support the arch rib, which can make the arch rib structure more stable and have greater strength, enabling the arch rib on the long-span and ultra-wide bridge deck to be stably supported. At the same time, the support unit acts on the beam body, and the support unit also has a certain effect on the structural stability of the beam body. Under the stable restriction of the support unit of this solution, the beam body is not prone to deformation, the stress change of the beam body is small, and the structure of the beam body is more stable. In this way, this application solution adopts the beam-arch joint jacking method. During the jacking process, due to the situation that there is no corresponding arrangement between the two rows of jacking temporary piers, during the jacking process, even if only one side of the beam body is supported by the jacking temporary pier and the other side of the beam body is not supported by the jacking temporary pier and is in a suspended state, at this time, due to the stabilizing effect of the support unit of this solution on the beam body, the beam body will not have a large stress change, and the structural stability of the beam body can still be guaranteed, thus ensuring the safe progress of the jacking construction process.

[0008] In addition, the support unit in this solution can not only be applicable to the situation where there is no one-to-one correspondence between the left and right sides of the two rows of jacking temporary piers, but also be applicable to the jacking of bridges with long-span and ultra-wide bridge decks. Because the length and width of the bridges with long-span and ultra-wide bridge decks are larger, and the weight of the beam-arch is greater. When facing the situation where there is no one-to-one correspondence between the left and right sides of the two rows of jacking temporary piers, the construction difficulty is greater. By adopting the structure of the arch rib assembly support of this application and through the overall jacking of the beam-arch, the stability during the overall jacking construction process of the beam-arch is guaranteed, greatly reducing the construction difficulty and making the construction risk safe and controllable.

[0009] Preferably, as an improvement, the support units provided with the third support part are arranged in the middle.

[0010] Preferably, as an improvement, the number of the bracket units provided with the third supporting parts is 6-10.

[0011] Preferably, as an improvement, in S1, there are two rows of temporary jacking piers, some of the temporary jacking piers in the left and right rows are staggered, and the temporary jacking piers include supporting steel pipes; Concrete is poured into the supporting steel pipe of at least one staggered temporary jacking pier.

[0012] In the prior art, if the left and right sides of the two rows of temporary jacking piers are not opposite to each other, when the beam body is located on the temporary jacking piers, one side of the beam body is supported by the temporary jacking piers, while the other side of the beam body has no corresponding temporary jacking piers to support it. This will cause greater forces on the left and right sides of the temporary jacking piers of the beam body. At the same time, due to the large slope in the longitudinal direction of the bridge, the temporary jacking piers may be greatly deformed or in danger of longitudinal overturning.

[0013] Through the present application scheme, by pouring concrete in the supporting steel pipe, the structural strength of the supporting steel pipe can be improved, so that the safety factor of the temporary jacking pier is greater. Even if there is only one temporary jacking pier in the width direction of the beam body to support one side of the beam body, and there is no corresponding temporary jacking pier to support the other side of the beam body, the temporary jacking pier poured with concrete can also stably support the beam body, which is not prone to deformation and overturning, thereby ensuring the smooth progress of the jacking construction.

[0014] Preferably, as an improvement, a backup braking device for preventing longitudinal overturning is provided at the tail of the beam body; the backup braking device comprises a device body and a safety rope; the device body is fixed relative to the ground, and the safety rope is connected to the tail of the beam body; In S4, the safety rope is released once each time the push is performed, and the distance of each push is the same as the distance the safety rope is released.

[0015] The safety rope in this solution is used to pull the beam longitudinally to prevent the beam from moving significantly downhill. In this way, the safety rope will be released synchronously each time the beam is pushed. The safety rope will pull the beam longitudinally to ensure the accuracy of the pushing distance of the beam each time, avoiding the risk of additional sliding and overturning of the beam during the downhill pushing process.

[0016] Preferably, as an improvement, in S4, the pushing trajectory of the beam body is monitored during the pushing process, and if the actual pushing trajectory of the beam body deviates from the preset pushing trajectory, the pushing trajectory is adjusted in time. Thus, the accuracy of each pushing trajectory is ensured, and the beam body is pushed safely and accurately into place, avoiding danger caused by a large deviation from the preset pushing trajectory.

[0017] Preferably, as an improvement, a reel is provided on the device body, and the safety rope is reeled on the reel, so that the safety rope is released by rotating the reel.

[0018] Preferably, as an improvement, the preset pushing trajectory is controlled by infrared transceiver, transceiver devices are provided at both ends of the beam body, and a display device is provided on the beam body. The transceiver device receives infrared rays and synchronously sends the infrared reception information to the central controller in a timely manner. After processing, the central controller transmits the data to the display device for display.

[0019] Therefore, the preset pushing trajectory is the infrared ray emitted by the infrared transmitting device. When pushing, it is necessary to push along the infrared ray. The transceiver is located on the beam body. The transceiver can receive the infrared ray and transmit it to the central controller after receiving it. The central controller processes the infrared reception situation of the transceiver and then displays it through the display device. If the actual pushing trajectory conforms to the preset trajectory, there will be no abnormality in the reception of the infrared ray by the transceiver, and no abnormality will be displayed on the display device. If the actual pushing trajectory deviates from the preset trajectory, the transceiver cannot receive the infrared ray normally (the relative position of the transceiver and the infrared ray changes, resulting in deviations in the angle and position of the received infrared ray, or the transceiver cannot receive the infrared ray). At this time, the central controller processes the data and displays it through the display device. The workers on site can know whether the pushing is offset through the display device on the beam body.

[0020] Preferably, as an improvement, a ruler is provided on the beam body, and whether the jacking trajectory is offset is determined by comparing the ruler with the baseline of the beam bottom.

[0021] The baseline of the bottom of the beam is the side of the jack close to the axis of the beam, which is also the infrared ray emitted by the transmitter. In the actual jacking process, by comparing the ruler with the baseline of the bottom of the beam, the construction personnel near the ruler can quickly know whether the trajectory of the jacking has deviated, without having to go to the display device to check whether it is offset. In addition, judging whether the jacking trajectory has deviated by means of a ruler and a transceiver can provide double insurance for the judgment of trajectory deviation and ensure the accuracy of the judgment of jacking trajectory deviation. At the same time, judging whether the jacking trajectory has deviated by means of a ruler can also serve as a calibration for judging whether the jacking trajectory has deviated by means of a transceiver. By comparing the results of the two judgments, it can be known whether the monitoring method of the transceiver is accurate.

[0022] Preferably, as an improvement, the beam body is provided with a backup braking device for preventing longitudinal overturning, the backup braking device comprising a stopper detachably connected to the beam body and an auxiliary telescopic top installed on the temporary pier; In S4, before each jacking, the telescopic rod is extended from the auxiliary telescopic jack; during the jacking, the beam body drives the block to move together, and the block pushes the telescopic rod to gradually retreat; after each jacking, the telescopic rod retreats into place.

[0023] Therefore, during the pushing process, the beam body drives the block to move together, the block pushes the telescopic rod back, and the telescopic rod of the auxiliary telescopic top gradually backs off. The cooperation between the block and the telescopic rod of the auxiliary telescopic top assists the pushing of the beam body, and the telescopic rod slowly backs off, thereby improving the stability of the pushing process. After each pushing is completed, the block is blocked by the telescopic rod of the auxiliary telescopic top, thereby ensuring the accuracy of the pushing distance of the beam body each time, and avoiding the risk of additional sliding and overturning of the beam body during the pushing process in the downhill direction.

[0024] In summary, through the solution of the present application, by changing the structure of the arch rib assembly bracket, by monitoring the jacking trajectory, setting up backup braking equipment to prevent longitudinal overturning, and improving the structural strength of the jacking temporary piers, when faced with the situation that there is no one-to-one correspondence between the left and right sides of the two rows of temporary piers and the jacking direction is in the longitudinal direction of the bridge with a larger inclination downhill, the safety and reliability of the jacking construction can be guaranteed and the safety risks can be reduced. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] Figure 1 This is the general layout plan of the jacking construction method.

[0026] Figure 2 for Figure 1 Schematic diagram of the structure at 1-1.

[0027] Figure 3 for Figure 1 Schematic diagram of the structure at 2-2.

[0028] Figure 4 This is a schematic diagram of structures such as a transceiver and a scale arranged on the beam body in Example 4.

[0029] Figure 5 This is a schematic diagram of the beam-arch structure in Example 5. DETAILED DESCRIPTION

[0030] The following is further described in detail through specific implementation methods: The figure marks in the drawings of the specification include: guide beam 1, arch rib 2, first support part 3, third support part 4, second support part 5, beam body 6, beam bottom baseline 7, ruler 8, transceiver 9, preset jacking trajectory 10, block 11, auxiliary telescopic top 12, first jacking temporary pier 100, second jacking temporary pier 101, third jacking temporary pier 102, fourth jacking temporary pier 103, fifth jacking temporary pier 200, sixth jacking temporary pier 201, seventh jacking temporary pier 202, eighth jacking temporary pier 203.

[0031] Example 1 Basically as attached Figure 1-Figure 3 As shown: The overall top-pushing construction method of the large-span and ultra-wide bridge deck steel box tied arch bridge arch includes the following steps: S1. Complete the construction of the main bridge substructure foundation, the jacking assembly platform and the installation of the jacking temporary piers; install the jacking device and temporary pads on the main piers, temporary pier tops and the jacking foundation of the assembly field. Figure 1 As shown, there are two rows of jacking temporary piers in this embodiment, and the two rows of jacking temporary piers are respectively four jacking temporary piers in the left row and four jacking temporary piers in the right row, wherein the four jacking temporary piers in the left row are respectively the first jacking temporary pier 100, the second jacking temporary pier 101, the third jacking temporary pier 102, and the fourth jacking temporary pier 103, and the four jacking temporary piers in the right row are respectively the fifth jacking temporary pier 200, the sixth jacking temporary pier 201, the seventh jacking temporary pier 202, and the eighth jacking temporary pier 203, wherein the first jacking temporary pier 100 and the fifth jacking temporary pier 200 are opposite, and the second jacking temporary pier 101 and the sixth jacking temporary pier 201 are opposite, and affected by the railway line, the third jacking temporary pier 102 and the seventh jacking temporary pier 202 are staggered, and the fourth jacking temporary pier 103 and the eighth jacking temporary pier 203 are staggered. The temporary jacking piers in this embodiment include vertical supporting steel pipes, and concrete is poured into the supporting steel pipes of the third temporary jacking pier 102, the fourth temporary jacking pier 103, the seventh temporary jacking pier 202, and the eighth temporary jacking pier 203 in order to improve the structural strength. Of course, in other embodiments, concrete can also be poured into the supporting steel pipes of one or more of the third temporary jacking pier 102, the fourth temporary jacking pier 103, the seventh temporary jacking pier 202, and the eighth temporary jacking pier 203 according to actual conditions.

[0032] S2, complete the installation of beam body 6, arch rib assembly bracket and arch rib 2; in this step, combined with Figure 2As shown, the arch rib assembly bracket includes a plurality of bracket units arranged in sequence, each bracket unit includes a first support portion 3 and a second support portion 5, the top of the first support portion 3 and the top of the second support portion 5 are both connected to the arch rib 2, the bottom of the first support portion 3 and the bottom of the second support portion 5 are both connected to the beam body 6, the distance between the top of the first support portion 3 and the top of the second support portion 5 is less than the distance between the bottom of the first support portion 3 and the bottom of the second support portion 5, the number of bracket units on one side of the beam arch in this embodiment is twelve, the twelve bracket units are symmetrically arranged on the left and right in the figure, and the height of the bracket unit gradually decreases from the middle part of the beam body 6 to the end part of the beam body 6. In addition, the six bracket units in the middle of this embodiment also include a third support portion 4, the third support portion 4 is located between the first support portion 3 and the second support portion 5, the top of the third support portion 4 is connected to the arch rib 2, and the bottom of the third support portion 4 is connected to the beam body 6. Of course, in other embodiments, the number of bracket units provided with the third support portion 4 can also be other numbers, such as 8, 10, etc., and the total number of bracket units also needs to be appropriately changed.

[0033] S3, the guide beam 1 is installed and located at the head end of the beam body 6.

[0034] S4, using a multi-point synchronous step-by-step pushing method to push the beam body 6 for multiple rounds until it is pushed into place. Figure 2 As shown, the design trajectory line of the jacking is an inclined line. In this embodiment, the jacking direction is a downhill jacking direction with a longitudinal slope of 3.6%. The specific jacking steps of multiple rounds of jacking in this step are: A. Use the multi-point synchronous walking jacking method to push the arch bridge body 6 for the first time by 26.8m, and the guide beam 1 cantilever 23.8m; B. Use the multi-point synchronous walking jacking method to jack up the arch bridge body 6 for the second time by 6.7m, and the guide beam 1 cantilever 30.5m; at the same time, do a good job of the pier work, and guide beam 1 goes up to the 4# main pier; C. Use the multi-point synchronous walking jacking method to push the arch bridge body 6 for the third time by 19.3m, and the guide beam 1 cantilever 19.3m; D. Use the multi-point synchronous walking jacking method to jack up the arch bridge body 6 for the fourth time by 13.7m, and the guide beam 1 cantilever 33m; at the same time, do a good job of the pier work, and push the first temporary pier 100 and the fifth temporary pier 200 on the guide beam 1; E. Use the multi-point synchronous walking jacking method to jack up the arch bridge body 6 for the fifth time by 12.3m, and the guide beam 1 cantilever 12.3m; F. Use the multi-point synchronous step-type jacking method to jack up the arch bridge body 6 for the sixth time by 19.2m, and the guide beam 1 cantilever 31.5m; at the same time, do a good job of the pier work, and push the second temporary pier 101 and the sixth temporary pier 201 on the guide beam 1; G. Use the multi-point synchronous walking jacking method to jack up the arch bridge body 6 for the seventh time by 6.8m, and the guide beam 1 cantilever 6.8m; H. Use the multi-point synchronous walking jacking method to jack up the arch bridge body 6 for the eighth time by 24.1m, and the guide beam 1 cantilever 30.9m; at the same time, do a good job of the pier work, and jack up the temporary pier 202 on the guide beam 1 for the seventh time; I. Use the multi-point synchronous walking jacking method to push the arch bridge body 6 for the ninth time by 1.9m, and the right side of the guide beam 1 cantilever 1.9m, and the left side cantilever 32.8m; J. Use the multi-point synchronous walking jacking method to jack up the arch bridge body 6 for the tenth time by 2.3m, the right cantilever of the guide beam 1 is 4.2m, and the left cantilever is 35.1m; at the same time, do a good job of the pier work, and jack up the temporary pier 102 on the guide beam 1 for the third time; K. Use the multi-point synchronous step-type jacking method to jack up the arch bridge body 6 for the eleventh time by 27.7m. The right cantilever of the guide beam 1 is 31.9m, and the left cantilever is 27.7m. The tail end of the arch bridge body 6 is separated from the jacking device arranged at the 6# pier; L. Use the multi-point synchronous walking jacking method to jack up the arch bridge body 6 for the twelfth time by 4.1m, the right cantilever of the guide beam 1 is 36m, and the left cantilever is 31.8m; at the same time, do a good job of the pier work, and jack up the temporary pier 203 on the guide beam 1 for the eighth time; M. Use the multi-point synchronous walking jacking method to jack up the arch bridge body 6 for the thirteenth time by 4.2m, the right cantilever of the guide beam 1 is 4.2m, and the left cantilever is 36m; at the same time, do a good job of the pier work, and jack up the temporary pier 103 on the guide beam 1 for the fourth time; N. Use the multi-point synchronous step-type jacking method to push the arch bridge body 6 21.1m for the fourteenth time. The right cantilever of the guide beam 1 is 25.3m, and the left cantilever is 21.1m. The tail end of the arch bridge body 6 is separated from the jacking device arranged on the top of the 5# pier; O. Use the multi-point synchronous walking jacking method to jack up the arch bridge body 6 for the fifteenth time by 0.5m. The right cantilever of the guide beam 1 is 25.8m, and the left cantilever is 21.6m. Do a good job of the pier reception work, and put the guide beam 1 on the 3# main pier; P. Using the multi-point synchronous step-by-step jacking method, the arch bridge body 6 was jacked for the sixteenth time by 30.504m, and the arch bridge was pushed into place as a whole.

[0035] In this embodiment, since the third jacking temporary pier and the seventh jacking temporary pier 202 are not opposite to each other, and the fourth jacking temporary pier 103 and the eighth jacking temporary pier 203 are not opposite to each other, there is no corresponding jacking temporary pier opposite to the third jacking temporary pier 102 to jointly support the beam body 6 in the width direction of the beam body 6, no corresponding jacking temporary pier opposite to the seventh jacking temporary pier 202 to jointly support the beam body 6, no corresponding jacking temporary pier opposite to the fourth jacking temporary pier 103 to jointly support the beam body 6, and no corresponding jacking temporary pier opposite to the eighth jacking temporary pier 203 to jointly support the beam body 6. Therefore, the supporting force received by the beam body 6 is uneven. Compared with the prior art in which all the jacking temporary piers in two rows of jacking temporary piers correspond one by one, the construction difficulty is greater, and the requirements for the stress, structural strength and stability of the beam body 6 are high. In this embodiment, an arch rib assembly bracket with a special structure is adopted. The arch rib assembly bracket includes a plurality of bracket units arranged in sequence. Each bracket unit includes a first supporting part 3 and a second supporting part 5. Some of the bracket units further include a third supporting part 4. The third supporting part 4 is located between the first supporting part 3 and the second supporting part 5. The shape formed by the first supporting part 3, the second supporting part 5 and the third supporting part 4 is similar to the Chinese character '个' (gè). The first supporting part 3, the second supporting part 5 and the third supporting part 4 jointly support the arch rib 2, which can make the structure of the arch rib 2 more stable and stronger, and stably support the arch rib 2 on the long-span and ultra-wide bridge deck. At the same time, the bracket unit acts on the beam body 6, and the bracket unit also has a certain effect on the structural stability of the beam body 6. Under the stable restriction of the bracket unit in this solution, the beam body 6 is not prone to deformation, the stress change of the beam body 6 is small, and the structure of the beam body 6 is more stable. In this way, during the jacking process, even if only one side of the beam body 6 is supported by the jacking temporary pier and the other side of the beam body 6 is not supported by the jacking temporary pier and is in a suspended state, at this time, due to the stabilizing effect of the bracket unit in this solution on the beam body 6, the beam body 6 will not have a large stress change, and the structural stability of the beam body 6 can still be guaranteed, thus ensuring the safe progress of the jacking construction process.

[0036] The construction method of this embodiment is suitable for the situation of long-span and ultra-wide. Specifically, the span of the bridge arch is 158m and the width is 59.6m. In the face of the situation of long-span and ultra-wide, the situation where the left and right rows of jacking temporary piers are not opposite to each other, and the jacking direction is the downhill direction, the stability of the jacking construction can be greatly improved.

[0037] Embodiment 2 This embodiment is further improved on the basis of the embodiment 1. In this embodiment, the tail of the beam body 6 is provided with a backup brake device for preventing longitudinal overturning; the backup brake device includes a device body and a safety rope; the device body is fixed relative to the ground (for example, fixed on the ground or on a pier), and the safety rope is connected to the tail of the beam body 6; a winding part is provided on the device body, and the safety rope is wound on the winding part. The winding part in this embodiment can be a winding roller or a winding wheel. The safety rope is a steel wire rope. There can be multiple steel wire ropes arranged side by side, so as to pull different parts of the tail of the beam body 6 in the width direction. The backup brake device in this embodiment is specifically a winch.

[0038] In S4, the safety rope is released once for each push, and the distance of each push is the same as the distance the safety rope is released. For example, in step A, the first push is 26.8m, and the safety rope needs to be released 26.8m so that the safety rope does not limit the push of the beam body 6. In step B, when the second push is performed, the safety rope is released for another 6.7m. Therefore, in this embodiment, after each push is completed, the safety rope is tightened, which has a longitudinal pulling effect on the beam body 6, ensuring the accuracy of the push distance of the beam body 6, avoiding the risk of additional sliding and overturning of the beam body 6 during the push in the downhill direction, thereby greatly improving safety.

[0039] Example 3 This embodiment is further improved on the basis of embodiment 1. In S4, the pushing trajectory of the beam body 6 is monitored during the pushing process (the monitoring method is, for example, to set a Beidou three-dimensional high-precision positioning system, a temperature sensor and a stress sensor on the beam body. The specific monitoring method can be implemented by using the Chinese invention patent publication number CN117661456A, which is a steel box beam intelligent walking multi-point continuous pushing correction system and construction method). The actual pushing trajectory of the beam body 6 obtained by monitoring is compared with the preset pushing trajectory through a computer. If the actual pushing trajectory of the beam body 6 deviates from the preset pushing trajectory, the pushing trajectory is adjusted in time. In this way, the accuracy of each pushing trajectory is guaranteed, and the beam body 6 is pushed into place safely and accurately, avoiding danger caused by excessive deviation from the preset pushing trajectory. In this way, the accuracy of each pushing trajectory is guaranteed, and the beam body 6 is pushed into place safely and accurately, avoiding danger caused by large deviation from the preset pushing trajectory.

[0040] Example 4 Combination Figure 4 As shown, this embodiment is different from Embodiment 3 in that this embodiment provides another method for monitoring the pushing trajectory of the beam body 6 during the pushing process.

[0041] Figure 4In the embodiment, the preset pushing trajectory 10 is the infrared ray emitted by the infrared emitting device, and a transceiver 9 is installed on the left and right sides of both ends of the beam body 6 (the transceiver 9 includes an infrared receiver and an information transmitter), and a display device (such as a display screen) is provided on the beam body 6. The transceiver 9 receives the infrared ray and sends the infrared reception status to the central controller (such as a processing chip inside a computer) through wireless transmission (5G network technology). After processing, the central controller transmits the data to the display device for display.

[0042] Four sets of scales 8 are provided on the beam body 6, each set of scales 8 includes four scales 8, and the four sets of scales 8 are respectively located at Figure 4 The temporary piers LZA, LZE, LYA and LYE are located at the beam body 6. The ruler 8 is compared with the beam bottom baseline 7 (the beam bottom baseline 7 is the side of the jack close to the beam axis, which is also the infrared ray emitted by the transmitting device) to determine whether the jacking trajectory is offset.

[0043] Therefore, during the pushing process, the pushing needs to be performed along the preset pushing trajectory 10. The transceiver 9 can receive the infrared rays of the preset pushing trajectory 10, and transmit them to the central controller after receiving. The central controller processes the infrared reception of the transceiver 9, and then displays it through the display device. If the actual trajectory of the pushing conforms to the preset pushing trajectory 10, the infrared reception of the transceiver 9 will not be abnormal, and the display device will not display the abnormal situation. If the actual trajectory of the pushing deviates from the preset trajectory, the transceiver 9 cannot normally receive the infrared rays of the preset pushing trajectory 10 (the so-called transceiver 9 cannot normally receive the infrared rays, which means that the relative position of the transceiver 9 and the infrared rays changes, resulting in the transceiver 9 receiving the infrared rays. The angle and position of the infrared rays are deviated, or the transceiver 9 cannot receive the infrared rays at all). The transceiver 9 transmits the information to the central controller. At this time, the central controller processes the data and displays it through the display device. The workers on site can know that the pushing is offset through the display device.

[0044] At the same time, on-site construction workers near the scale can also determine whether the jacking trajectory deviates by observing the position of the beam bottom baseline 7 on the scale 8.

[0045] This embodiment uses the scale 8 and the transceiver 9 to jointly determine whether the pushing is offset, thereby ensuring the accuracy of the judgment of the pushing trajectory deviation and avoiding the situation where the deviation is difficult to find when pushing in the downhill direction.

[0046] Example 5 Combination Figure 5As shown, this embodiment is different from the embodiment 2. This embodiment adopts another type of backup brake device for preventing longitudinal overturning. Specifically, the beam body 6 is provided with a backup brake device for preventing longitudinal overturning. The backup brake device includes a block 11 detachably connected to the beam body 6 and an auxiliary telescopic top 12 installed on the temporary piers on the left and right sides. In this embodiment, the specific detachable connection method of the block 11 on the beam body 6 is: a fixed rail arranged along the length direction of the beam body 6 is cast on the beam body 6, and a plurality of fixing holes distributed along the length direction of the fixed rail are provided on the fixed rail, and the block 11 is fixed to the fixed rail by bolts. By fixing the block 11 in different fixing holes with bolts, the block 11 is fixed at different positions in the length direction of the beam body 6. There are at least two blocks 11 in this embodiment, and the two blocks 11 are respectively against the ends of the telescopic rods of the auxiliary telescopic top 12 on the temporary piers on the left and right sides.

[0047] In S4, before each push, the telescopic rod of the auxiliary telescopic top 12 is extended; before each push, the stopper 11 is fixed at the corresponding position of the beam body according to the distance of each push, and the stopper 11 is located on the right side of the telescopic rod in the figure. During the push, the stopper 11 moves toward the telescopic rod, and the two stoppers 11 respectively abut against the ends of the telescopic rod, and respectively push the telescopic rods on the left and right sides to gradually retreat synchronously; after each push, the telescopic rod retreats into place (the so-called retreat into place means that the telescopic rod can no longer retreat into the auxiliary telescopic top 12).

[0048] Specific, combined Figure 5 As shown, taking temporary piers LZD and LZE as examples, temporary piers LZD and LZE are both equipped with auxiliary telescopic tops 12 (symmetrically, temporary piers LYD and LYE are also equipped with auxiliary telescopic tops 12), and beam body 6 is equipped with two blocks 11. Initially, the two blocks 11 are respectively on the right side of the telescopic rod of the auxiliary telescopic top 12 on temporary piers LZE and temporary piers LYE. During the pushing process, the block 11 will abut against the end of the telescopic rod of the auxiliary telescopic top 12, and gradually push the telescopic rod back into the auxiliary telescopic top 12. After the pushing is in place, the telescopic rod of the auxiliary telescopic top 12 is retracted into place and cannot be retracted anymore. The end of the telescopic rod is pressed against the block 11, thereby ensuring the accuracy of the pushing distance of the beam body 6 each time, and avoiding the risk of additional sliding and overturning of the beam body 6 during the pushing process in the downhill direction.

[0049] Then remove the stopper 11 from the beam body 6, and then install it on the portion of the beam body 6 between the temporary pier LZD and the temporary pier LZE (the stopper 11 on the other side is installed on the portion of the beam body 6 between the temporary pier LYD and the temporary pier LYE), and install the stopper 11 at a position corresponding to the distance from the temporary pier LZD (or temporary pier LYD) according to the distance of the next jacking, so that during the next jacking, the stopper 11 moves toward the telescopic rod direction of the auxiliary telescopic top 12 on the temporary pier LZD (or temporary pier LYD), and abuts against the end of the telescopic rod of the auxiliary telescopic top 12, and gradually pushes the telescopic rod back into the auxiliary telescopic top 12. After being pushed into place, the telescopic rod of the auxiliary telescopic top 12 retreats into place and cannot retreat any further. At this time, the telescopic rod presses the stopper 11 tightly.

[0050] Example 6 In case of different pushing distances, Example 5 adjusts the position of the stopper installed on the beam body to be suitable for different pushing distances, ensuring that after each pushing at different distances, the telescopic rod can contact the stopper after retreating to prevent the beam body from further sliding. However, the installation position of the stopper is limited by the setting position of the fixed hole on the fixed rail. Therefore, the installation position of the stopper can only be set to the approximate position of the beam body according to the distance of each pushing, and cannot be accurately applied to the distance of each pushing. The error in Example 5 is relatively large. For example, if the preset pushing distance is 5m, but the actual pushing distance is 4.9m, the telescopic rod cannot retreat and contact the stopper; or when the telescopic rod cannot retreat and contact the stopper completely, the actual pushing distance is 5.1m.

[0051] To this end, this embodiment is further improved on the basis of embodiment 5, and the length of the telescopic rod in this embodiment is adjustable. Specifically, the telescopic rod includes a fixed rod sliding in the auxiliary telescopic top and a rotating rod coaxially threadedly connected to the fixed rod. The specific threaded connection method of the rotating rod and the fixed rod is: a rod hole is provided at one end of the fixed rod away from the auxiliary telescopic top, an internal thread is provided in the rod hole, an external thread is provided on the rotating rod, and the rotating rod is located in the rod hole, and the internal thread and the external thread are connected. Thus, by rotating the rotating rod, the length of the telescopic rod is finely adjusted. In this way, when facing different jacking distances, the distance between the block and the auxiliary telescopic top is roughly adjusted by fixing the block at different parts of the beam body, and then the length of the telescopic rod is finely adjusted to ensure that when the telescopic rod and the block are against each other and cannot be retracted, the actual jacking distance is consistent with the preset jacking distance. For example, assuming that the preset pushing distance is 5m, if the actual pushing distance is 4.9m according to the pushing method in Example 5, the telescopic rod cannot be retracted and hits the block, but in this case, the telescopic rod can be shortened by 0.1m in this embodiment, so that the pushing distance becomes 5m when the telescopic rod cannot be retracted and hits the block completely. Or when the telescopic rod cannot be retracted and hits the block completely, if the actual pushing distance is 5.1m according to Example 5, but in this case, the telescopic rod only needs to be extended by 0.1m in this embodiment, so that the pushing distance is 5m when the telescopic rod cannot be retracted and hits the block completely.

[0052] Therefore, through this embodiment, the preset pushing distance is more consistent with the actual pushing distance, ensuring that when the telescopic rod cannot retreat and blocks the block, it can be suitable for pushing at different distances, ensuring the accuracy of the block blocking after each pushing is completed, and the error of pushing will be reduced.

[0053] The above is only an embodiment of the present invention, and the common knowledge such as the known specific technical solutions and / or characteristics in the solution is not described in detail here. It should be pointed out that for those skilled in the art, without departing from the technical solution of the present invention, several modifications and improvements can be made, which should also be regarded as the protection scope of the present invention, and these will not affect the effect of the implementation of the present invention and the practicality of the patent. The scope of protection required by this application shall be based on the content of its claims, and the specific implementation methods and other records in the specification can be used to interpret the content of the claims.

Claims

1. The overall top-pushing construction method of a large-span and ultra-wide bridge deck steel box tied arch bridge arch includes the following steps: S1. Complete the construction of the main bridge substructure foundation, the jacking assembly platform and the installation of the jacking temporary piers; S2, complete the beam body, arch rib assembly bracket and arch rib installation; S3, complete the installation of the guide beam; S4. Use a multi-point synchronous step-by-step jacking method to push the beam body for multiple rounds until it is pushed into place; It is characterized in that: in S2, the arch rib assembly bracket includes a plurality of bracket units arranged in sequence, each bracket unit includes a first support part and a second support part, the top end of the first support part and the top end of the second support part are both connected to the arch rib, the bottom end of the first support part and the bottom end of the second support part are both connected to the beam body, and the distance between the top end of the first support part and the top end of the second support part is smaller than the distance between the bottom end of the first support part and the bottom end of the second support part; a part of the bracket units also include a third support part, the third support part is located between the first support part and the second support part, the top end of the third support part is connected to the arch rib, and the bottom end of the third support part is connected to the beam body.

2. The method for integrally pushing the bridge arch of a large-span and ultra-wide bridge deck steel box tied arch according to claim 1 is characterized in that: The bracket unit provided with the third supporting portion is arranged in the center.

3. The method for integrally pushing the bridge arch of a large-span and ultra-wide bridge deck steel box tied arch according to claim 2 is characterized in that: The number of the bracket units provided with the third supporting parts is 6-10.

4. The method for integrally pushing the bridge arch of a large-span and ultra-wide bridge deck steel box tied arch according to claim 1 is characterized in that: In S1, the temporary jacking piers are arranged in two rows, and some of the temporary jacking piers in the left and right rows are staggered, and the temporary jacking piers include supporting steel pipes; Concrete is poured into the supporting steel pipe of at least one staggered temporary jacking pier.

5. The method for integrally pushing the bridge arch of a large-span and ultra-wide bridge deck steel box tied arch according to claim 1 is characterized in that: The tail of the beam body is provided with a backup braking device for preventing longitudinal overturning; the backup braking device comprises a device body and a safety rope; the device body is fixed relative to the ground, and the safety rope is connected to the tail of the beam body; In S4, the safety rope is released once each time the push is performed, and the distance of each push is the same as the distance the safety rope is released.

6. The method for integrally pushing the bridge arch of a large-span and ultra-wide bridge deck steel box tied arch according to claim 1 is characterized in that: In S4, the pushing trajectory of the beam body is monitored during the pushing process. If the actual pushing trajectory of the beam body deviates from the preset pushing trajectory, the pushing trajectory is adjusted in time.

7. The method for integrally pushing the bridge arch of a large-span and ultra-wide bridge deck steel box tied arch according to claim 5 is characterized in that: A reeling portion is provided on the equipment body, and the safety rope is reeled on the reeling portion.

8. The method for integrally pushing the arch of a large-span and ultra-wide bridge deck steel box tied arch bridge according to claim 6 is characterized in that: The preset pushing trajectory is controlled by infrared transceiver. Transceivers are provided at both ends of the beam body, and a display device is provided on the beam body. The transceiver receives infrared rays and sends the infrared reception status to the central controller. After processing, the central controller transmits the data to the display device for display.

9. The method for integrally pushing construction of a large-span and ultra-wide bridge deck steel box tied arch bridge arch according to claim 6 is characterized in that: The beam body is provided with a ruler, and whether the jacking trajectory is offset is determined by comparing the ruler with the baseline of the beam bottom.

10. The method for integrally pushing the arch of a large-span and ultra-wide bridge deck steel box tied arch bridge according to claim 1 is characterized in that: The beam body is provided with a backup braking device to prevent longitudinal overturning, and the backup braking device comprises a stopper detachably connected to the beam body and an auxiliary telescopic top installed on the temporary pier; In S4, before each jacking, the telescopic rod is extended from the auxiliary telescopic jack; during the jacking, the beam body drives the block to move together, and the block pushes the telescopic rod to gradually retreat; after each jacking, the telescopic rod retreats into place.

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