Counterweight method and bridge swivel construction method during bridge swivel construction

Abstract

This invention relates to a counterweight method and a bridge rotation construction method during bridge rotation construction, comprising: (1) setting a beam restraint device under the beam, the beam restraint device being equipped with a force measuring module for detecting the force acting on it by the beam; (2) calculating the theoretical unbalanced moment M of the rotating structure. C (3) Pre-balance the rotating structure with the theoretical counterweight T0; (4) Pre-balance the rotating structure with the pre-set counterweight T1, then remove the temporary lock between the beam and the rotating pier, and obtain the detection value F1 of the force measuring module; (5) Calculate the actual unbalanced moment M of the rotating structure based on the detection value F1 and the pre-balance T1. G (5) Adjust the counterweight to T2 so that the detection value F2 of the force measuring module is within the set range, thus completing the counterweight operation. Additionally, a bridge rotation construction method is also involved. This invention eliminates the need for weighing the beam, making it convenient, reliable, and with high counterweight accuracy; it also reduces the number of steps, saving the tedious process of weighing-counterweighting-re-weighing-re-counterweighting… and significantly improving the efficiency of bridge rotation construction.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of bridge engineering, and particularly relates to a counterweight method in bridge swivel construction and a bridge swivel construction method. BACKGROUND

[0002] Bridge horizontal swivel technology refers to a construction method that a bridge is manufactured on a non-design line position, and then the bridge is horizontally swiveled to the design line position by using a swivel system. With the continuous development and enrichment of domestic traffic network, more and more overline interchanges have appeared. For the overline interchanges crossing busy lines, in order to reduce the influence of new bridge construction on the operation and safety of the existing traffic under the bridge, the horizontal swivel construction technology has been widely applied.

[0003] The horizontal swivel method can be divided into balanced weight swivel and unbalanced weight swivel, the balanced weight swivel can be divided into structure self-balancing and counterweight balancing, and the unbalanced weight swivel refers to the use of anchoring cable system to keep the balance of the swivel. At present, the most commonly used horizontal swivel method is balanced weight single-point support swivel, that is, the swivel structure on both sides of the swivel center is basically symmetrical, and a little asymmetry exists, but the balance of the swivel can be kept by counterweight. The weight of the swivel is supported by the center spherical hinge single-point, and the anti-overturning stability moment of the swivel structure in the rotation process is provided by the friction force of the spherical hinge, so the anti-overturning stability is poor, and especially for high-rise structures, the swivel structure is prone to shaking. Therefore, in order to prevent the unbalanced moment caused by construction errors or structural asymmetry from affecting the stability of the swivel structure, the swivel structure needs to be weighed and appropriately counterweighted before swiveling. The commonly used weighing and counterweighting method is to support the upper turntable structure by using a jack, and to set a displacement meter to measure the displacement change of the upper turntable. When the spherical hinge rotates instantaneously, the unbalanced bending moment of the structure is calculated according to the vertical and horizontal top forces of the jacks. The weighing and counterweighting method is affected by manual operation and instrument accuracy, and the weighing result error is large. Meanwhile, the weighing and counterweighting process is relatively complicated and time-consuming, and needs to be adjusted for many times, such as weighing, counterweighting, reweighing, re-counterweighting, and so on, before the effect of swivel balance and stability can be achieved.

[0004] In the current swivel mode, for the extremely asymmetric situation of the bridge swivel structure, a multi-point support swivel mode is used, in which auxiliary supports are arranged on the side of the main span with longer structure and heavier weight (for example, the Changqing Road swivel bridge). In this mode, the top of the auxiliary support is connected with the swivel beam, and the bottom is supported on the arc track beam, and a gear and rack type driving system capable of running along the circular arc is arranged at the bottom of the auxiliary support to provide a tangential driving force for the bridge swivel. However, in general, the side with larger span and heavier structure is the main span crossing the existing traffic line, the swivel pier is close to the existing traffic line, and the space for arranging the auxiliary support between them is limited, so the application range of this mode is narrow, and it is only suitable for swivel bridges in special situations. In addition, the use of the swivel system has a one-time characteristic, and the engineering cost is high.

[0005] Currently, there is also a multi-point support swivel mode in which the auxiliary support is arranged at the end of the side span beam. For example, the Gu'an super large bridge of Beijing Xiongcheng intercity is a continuous beam structure, and the midspan is closed. Although the length of the main span is greater than the length of the side span in the completed bridge state, due to the midspan closure mode, the length of the main span is less than half of the length in the completed bridge state in the swivel cantilever state, and the weight of the beam body on the side span side is greater than the weight of the beam body on the main span side, so auxiliary supports are arranged on the side with longer structure and heavier weight. In this mode, steel pipe concrete columns are installed at the end of the side span as auxiliary supports, and an arc ground slide beam is arranged below the auxiliary supports. The entire beam body is rotated by pulling the steel strand through the conventional continuous jack. In order to realize the continuous turning of the steel strand pulling force along the circular arc tangential direction during the swivel process, a guide mechanism of a plurality of steel pipe concrete columns is arranged on the inner side of the arc ground slide beam. In this swivel mode, there is a large radial extrusion force between the steel strand and the guide mechanism column when the steel strand is pulled for swivel, and the friction resistance between the steel strand and the short column needs to be overcome during the swivel process. When the swivel angle is large, the arc track is long, or the arc track radius is small, the friction resistance will increase significantly, the resistance effect is obvious, and the traction power in the tangential direction is poor. Therefore, this mode is only suitable for swivel bridges with small swivel angles, and when the swivel angle is large, the efficiency of this mode is poor. SUMMARY

[0006] The present application relates to a counterweight method in the process of bridge swivel construction and a bridge swivel construction method, which can at least solve some defects of the prior art.

[0007] The present application relates to a counterweight method in the process of bridge swivel construction, which comprises:

[0008] (1) A beam body restraining device is arranged below the beam body, the beam body restraining device has a spacing L0 between the beam body restraining device and the swivel pier, the top end of the beam body restraining device is restrained and matched with the beam body, and the bottom end of the beam body restraining device is arranged on the ground foundation; the beam body restraining device is provided with a force measuring module for detecting the force acting on the beam body restraining device;

[0009] (2) calculating the theoretical unbalanced moment M of the rotating structure C and the theoretical counterweight T0 of the rotating structure in balance, wherein,

[0010]

[0011] wherein, L S is the distance between the counterweight preset position and the rotating shaft axis;

[0012] (3) pre-weighting the rotating structure at the counterweight preset position T1, and then removing the temporary locking between the beam body and the rotating pier, to obtain the detection value F1 of the force measuring module;

[0013] (4) according to the detection value F1 and the pre-weighting T1, the actual unbalanced moment M of the rotating structure is calculated G :

[0014] M G = T1L S -F1L0

[0015] (5) adjusting the counterweight to T2, so that the detection value F2 of the force measuring module is within the set range, that is, the counterweight operation is completed.

[0016] As one of the embodiments, the set range of F2 is 100-200kN.

[0017] As one of the embodiments, T1 is greater than T0 by 100-200kN.

[0018] As one of the embodiments, the distance L0 is within the range of 25m.

[0019] As one of the embodiments, the beam body restraint device is arranged on the non-span side.

[0020] The present application also relates to a bridge rotating construction method, which uses the counterweight method as described above to counterweight the rotating beam, and then performs the bridge rotating construction.

[0021] The beam body restraint device is provided with a running track, and the beam body restraint device is also used for assisting in supporting the rotating beam during the bridge rotating process.

[0022] During the bridge rotating process, the load borne by the beam body restraint device is continuously monitored by the force measuring module, so as to play an auxiliary early warning role and prevent the beam body from overturning.

[0023] The present application has at least the following beneficial effects:

[0024] The counterweight mode provided by the application is convenient to operate, does not need to weigh the beam body, can significantly reduce the construction labor intensity, and avoids the problem of low accuracy of the beam body weighing and counterweight operation caused by manual operation and instrument precision conditions; the above-mentioned counterweight mode operation steps are less, the cumbersome process of weighing-counterweighting-weighing again-counterweighting again… is omitted, can significantly improve the efficiency of bridge swivel construction, shorten the construction period, and reduce the construction cost. BRIEF DESCRIPTION OF DRAWINGS

[0025] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, below the drawings needed to be used in the embodiments or prior art description will be briefly introduced, obviously, the drawings in the following description are only some embodiments of the present application, and for those skilled in the art, other drawings can also be obtained without creative labor on the basis of these drawings.

[0026] Figure 1 The bridge swivel construction schematic diagram provided by the embodiment of the present application;

[0027] Figure 2 The swivel beam schematic diagram provided by the embodiment of the present application which is provided with an auxiliary supporting device and a counterweight body;

[0028] Figure 3 The counterweight method schematic diagram provided by the embodiment of the present application;

[0029] Figure 4 The structure schematic diagram of the auxiliary supporting device provided by the embodiment of the present application;

[0030] Figure 5 The connection structure schematic diagram of the auxiliary supporting leg and the walking part provided by the embodiment of the present application;

[0031] Figure 6 The bridge swivel construction schematic diagram provided by the embodiment of the present application without cast-in-place closure segment;

[0032] Figure 7 The Figure 6 The schematic diagram of the top surface elevation of the swivel spherical hinge being higher than the top surface elevation of the main pier permanent support. DETAILED DESCRIPTION

[0033] The technical solutions in the embodiments of the present application will be described clearly and completely below, obviously, the described embodiments are only some embodiments of the present application, not all the embodiments. Based on the embodiments in the present application, all the other embodiments obtained by those skilled in the art without creative labor belong to the protection scope of the present application.

[0034] Embodiment one

[0035] AsFigure 2 and Figure 3 The embodiment of the present application provides a counterweight method in the bridge rotation construction process, and the method comprises the following steps.

[0036] (1) A beam body constraint device is arranged below a beam body 1, the beam body constraint device has a certain interval with a rotation pier 4, the interval is defined as L0, the top end of the beam body constraint device is in constraint cooperation with the beam body 1, and the bottom end of the beam body constraint device is arranged on a ground foundation; the beam body constraint device is provided with a force measuring module for detecting the force acting on the beam body, for example, a force sensor is used;

[0037] (2) The theoretical unbalanced moment M C of the rotation structure is calculated, and the theoretical counterweight T0 of the rotation structure is balanced, wherein

[0038]

[0039] L S is the distance between the counterweight preset position and the rotation axis; for M c , preferably, the moment causing the beam body 1 to deviate to the main span is positive, and vice versa;

[0040] (3) The rotation structure is pre-counterweighted T1 at the counterweight preset position, and then the temporary locking between the beam body 1 and the rotation pier 4 is removed, and the detection value F1 of the force measuring module is obtained;

[0041] Preferably, the pre-counterweight T1 is slightly greater than the theoretical counterweight T0, so that the beam body 1 has a tendency to tilt to the counterweight side, but obviously, the beam body 1 should be prevented from tilting to the counterweight side, and optionally, T1 is greater than T0 by 100-200 kN (in the case that the beam body constraint device is not removed, that is, the beam body constraint device is used as subsequent rotation auxiliary support);

[0042] (4) According to the detection value F1 and the pre-counterweight T1, the actual unbalanced moment M G of the rotation structure can be obtained:

[0043] M G = T1L S -F1L0

[0044] (5) The counterweight weight is adjusted to T2, so that the detection value F2 of the force measuring module is within a set range, that is, the counterweight operation is completed.

[0045] Preferably, the set range is 100-200 kN.

[0046] Based on the above counterweight method, the balance of the rotation structure can be ensured, and the rotation resistance can be controlled in a small range, so that the smoothness, reliability and safety of the bridge rotation are ensured.

[0047] The counterweight mode is convenient to operate, does not need to weigh the beam body 1, can significantly reduce the construction labor intensity, and avoids the problem of low accuracy of the beam body 1 weighing and counterweight operation caused by manual operation and instrument precision conditions; the counterweight mode has fewer operation steps, and the cumbersome process of weighing, counterweighting, reweighing, and re-counterweighting is omitted, which can significantly improve the efficiency of bridge swing construction, shorten the construction period, and reduce the construction cost.

[0048] Preferably, the beam body constraint device is located on the same side of the counterweight preset position of the swing pier 4, which is not limited by the obstacle under the bridge, and thus is convenient to arrange. The distance L0 between the beam body constraint device and the swing pier 4 can be controlled in a relatively large range (preferably L0≥25 m), which can improve the counterweight accuracy. During the counterweight operation, the beam body constraint device mainly bears the beam body pressure, and the force measuring module can use a pressure sensor 22 or other detection device. In this mode, the top end of the beam body constraint device can be fixedly connected with the beam body 1 or only in contact with the beam body 1 without being fixed, which can ensure reliable constraint of the beam body 1.

[0049] The beam body constraint device can be removed after the counterweight operation is completed, or can be further used as an auxiliary support in the subsequent bridge swing process, so that one set of device can have multiple functions and participate in bridge swing construction in multiple aspects, has high equipment utilization rate, and can obviously reduce the construction steps. When the beam body constraint device is used as an auxiliary support, the force measuring module can continuously monitor the load borne by the auxiliary support device during the bridge swing construction, which can play an auxiliary warning role, improve the safety and reliability of the bridge swing construction, and reduce the risk of beam body 1 overturning.

[0050] Embodiment Two

[0051] The embodiment provides an auxiliary support device used in bridge swing construction.

[0052] As Figure 1 , Figure 4 and Figure 5 , the auxiliary support device comprises at least two auxiliary legs 2, the height of the auxiliary legs 2 meets the requirement of connection with the bottom of the beam body; each auxiliary leg 2 is provided with a walking part 21, the walking part 21 is connected to the bottom end of the auxiliary leg 2 and is provided with a force measuring module at the connection position; at least part of the walking parts 21 is provided with a walking driving mechanism.

[0053] In one of the embodiments, as Figure 5The walking part 21 adopts a roller type structure, including a wheel frame and rollers arranged on the wheel frame. The number of rollers can be one or more. The rollers can adopt universal wheels or be designed with a certain taper (adapted to the radius of the arc-shaped track) to ensure smooth walking on the arc-shaped track.

[0054] In another embodiment, the walking part 21 adopts a sliding plate type structure, including a sliding plate frame and a sliding plate arranged at the bottom of the sliding plate frame.

[0055] Further, the auxiliary support device is also provided with a walking track 6 on which the walking part 21 walks. The walking track 6 is an arc-shaped track, and the center of the arc-shaped track is located on the central axis of the bridge rotating pier 4 in actual construction. For the roller type walking part 21, when the rollers are universal wheels, each walking part 21 can still normally walk on the arc-shaped track when being distributed in a straight line, but when the auxiliary support leg 2 has three or more, it is preferred that each walking part 21 is distributed in an arc-shaped curve. For the sliding plate type walking part 21, when the auxiliary support leg 2 has multiple, it is preferred that each walking part 21 is distributed in an arc-shaped curve (it is also a feasible scheme that the sliding plate is installed on the sliding plate frame through a universal joint). The structure of the walking track 6 is matched with the walking part 21, which is not described here.

[0056] Preferably, as Figure 5 The walking driving mechanism adopts a gear-rail type driving mode. Specifically, it includes a walking driving unit 23, a driving gear 251 and a transmission rack 252. The walking driving unit 23 is installed on the corresponding auxiliary support leg 2 or walking part 21 through a mounting frame. The wheel shaft of the driving gear 251 is connected with the output end of the walking driving unit 23. The transmission rack 252 is installed on the ground foundation or the track plate of the walking track 6. The driving gear 251 is engaged with the transmission rack 252. Under the driving action of the walking driving unit 23, the driving gear 251 rotates around its own axis, thereby driving the auxiliary support leg 2 / walking part 21 to move relative to the transmission rack 252, realizing the walking of the walking part 21 on the walking track 6. Understandably, the transmission rack 252 is an arc-shaped rack with the same center as the track surface of the walking track 6. The walking driving unit 23 can adopt a conventional rotary driving device such as a motor reducer assembly.

[0057] Further, as Figure 5The walking driving mechanism further comprises a limiting wheel 253, which is installed on the mounting frame through a support; the limiting wheel 253 is arranged on the two sides of the transmission rack 252 together with the driving gear 251, for example, the driving gear 251 is engaged with the outer ring of the transmission rack 252, and the limiting wheel 253 is abutted against the inner ring of the transmission rack 252; preferably, the limiting surface of the transmission rack 252 is a smooth arc surface, and the limiting wheel 253 rolls on the limiting surface. By arranging the limiting wheel 253, the engagement degree between the driving gear 251 and the transmission rack 252 can be ensured, and the reliability of the walking driving and the smoothness of the movement of the walking part 21 can be improved.

[0058] Compared with the existing driving mode of pulling the steel strand by the jack to drive the auxiliary support device to move, the embodiment adopts the gear and rack driving mode, the driving transmission resistance is small, the running stability of the auxiliary support can be greatly improved, and the driving efficiency can be ensured when the rotation angle is large.

[0059] The auxiliary support leg 2 can adopt a steel pipe structure or a steel pipe concrete column structure, which is convenient to manufacture and has better supporting effect, wherein the steel pipe structure is lighter, and the steel pipe concrete has higher strength.

[0060] Preferably, the auxiliary support leg 2 is divided into multiple leg segments for assembly, and high-strength bolts are used to connect the leg segments, based on which the auxiliary support leg can be made into a standardized product, which is suitable for different bridge heights through assembly, flexible combination, and convenient transportation, storage, installation and the like; preferably, the length of a single leg segment is 4-5 m.

[0061] When there are multiple auxiliary support legs 2, the adjacent auxiliary support legs 2 are preferably connected through the transverse connecting beams 20, which can not only improve the structural strength and stability of the auxiliary support device, but also improve the action consistency and coordination between the auxiliary support legs 2, and improve the movement smoothness and stability of the auxiliary support device. The transverse connecting beams 20 can be multiple, and the transverse connecting beams 20 can be connected to form one or more truss beams.

[0062] In one embodiment, the auxiliary support leg 2 and the walking part 21 are connected through a sleeve connection structure, specifically, Figure 5The sleeve connection structure comprises a sleeve outer tube 242 and a sleeve inner column 241 embedded in the sleeve outer tube 242, wherein the sleeve outer tube 242 is arranged at the bottom end of the auxiliary support leg 2, and the sleeve inner column 241 is arranged at the top end of the walking part 21, or the sleeve inner column 241 is arranged at the bottom end of the auxiliary support leg 2, and the sleeve outer tube 242 is arranged at the top end of the walking part 21; the column end of the sleeve inner column 241 abuts against the tube bottom of the sleeve outer tube 242; wherein the above-mentioned force measuring module adopts a pressure sensor 22, which is clamped between the column end of the sleeve inner column 241 and the tube bottom of the sleeve outer tube 242, and the force measurement is accurate and can be reused.

[0063] The above-mentioned detection method can accurately and reliably detect the load borne by the auxiliary support leg 2; the sleeve connection structure can facilitate the disassembly and assembly of the auxiliary support device, and can continuously monitor the load borne by the auxiliary support device during the bridge swivel construction, thereby playing an auxiliary early warning role, improving the safety and reliability of the bridge swivel construction operation, and reducing the risk of overturning of the beam body 1.

[0064] When the above-mentioned auxiliary support device is applied to the above-mentioned embodiment one to serve as the beam restraining device therein, the counterweight precision can be effectively improved. In another embodiment, on the basis of the above-mentioned sleeve connection structure, after the counterweight operation is completed, the sleeve outer tube 242 and the sleeve inner column 241 can be fixedly connected as a whole to improve the running stability of the auxiliary support device during the swivel process, for example, the two are welded and fixed, or a first flange plate is arranged on the edge of the tube opening of the sleeve outer tube 242 or the outer wall of the sleeve outer tube 242, and a second flange plate is arranged at the corresponding position of the sleeve inner column 241, and after the counterweight operation is completed, the sleeve outer tube 242 and the sleeve inner column 241 are flange assembled and fixed. This way can not only realize the fixed connection between the sleeve outer tube 242 and the sleeve inner column 241, but also facilitate the reuse of the auxiliary support device.

[0065] As an alternative, the auxiliary support leg 2 and the walking part 21 can also directly adopt the mode of abutting against the end plates, and the pressure sensor 22 is clamped between the two end plates, and after the counterweight operation is completed, the two end plates are welded and fixed or flange assembled and fixed.

[0066] In another embodiment, the above-mentioned force measuring module comprises a detection steel pipe, the top end of the detection steel pipe is connected with the auxiliary support leg 2, and the bottom end of the detection steel pipe is connected with the walking part 21, and strain gauges are arranged on the surface of the detection steel pipe, which can also realize the function of obtaining the pressure of the auxiliary support leg 2.

[0067] For the connection between the auxiliary support leg 2 and the bottom of the beam body, a detachable connection mode is preferred to ensure that the auxiliary support device can be reused and the construction cost is saved; detachable connection modes such as bolt connection are suitable for this embodiment, which can ensure the reliable connection between the auxiliary support leg 2 and the beam body 1.

[0068] Embodiment three

[0069] The embodiment of the present application provides a bridge swivel construction method, which adopts the counterweight method provided in the above embodiment one to counterweight the swivel beam, and then performs bridge swivel construction.

[0070] In one embodiment, as Figure 1 and Figure 2 The bridge swivel construction method comprises the following steps:

[0071] S1, a swivel pier 4 is constructed, and a swivel structure is arranged at a corresponding position of the swivel pier 4;

[0072] S2, a swivel beam 1 is made at a prefabrication position before swiveling;

[0073] S3, a walking track 6 and an auxiliary support device are arranged below the swivel beam 1, wherein the auxiliary support device and the walking track 6 are located on a non-crossing line side, the bottom of the auxiliary support device walks on the walking track 6, and the top of the auxiliary support device is connected with the bottom of the swivel beam 1;

[0074] S4, the swivel beam 1 is counterweighted;

[0075] S5, bridge swivel construction is performed.

[0076] The design and construction of the swivel pier 4 and the foundation thereunder are conventional techniques in the field, and thus are not described herein.

[0077] Preferably, a spherical hinge type swivel mode is adopted, and the swivel structure correspondingly adopts a swivel spherical hinge 5, for example, a spherical hinge base and a support type spherical hinge; the swivel mode can be pier top swivel, pier middle swivel or pier bottom swivel, and the setting position of the swivel structure is correspondingly matched, and thus is not described in detail.

[0078] The bridge can be a continuous beam bridge, a T-structure bridge, etc.; the above method is described in detail below by taking a continuous beam bridge as an example, and the specific embodiments of the T-structure bridge and the like are easily designed by those skilled in the art:

[0079] (1) when the bridge is a continuous beam bridge, for the pier top swivel mode, in the above step S1, a main pier permanent support 41 and a main pier support cushion stone 42 of the continuous beam can also be correspondingly arranged; in S2, after the swivel beam 1 is made, the beam body 1 and the swivel pier 4 are locked in a temporary consolidation mode, and the temporary locking needs to be removed before the bridge swivel construction. Preferably, in S5, after swiveling to the designed bridge position, the swivel spherical hinge 5 is removed, and the swivel beam 1 is converted and supported on the main pier permanent support 41.

[0080] (2) When the bridge is a continuous beam bridge, for the pier bottom swivel method, in the above step S1, the lower foundation is first constructed, the swivel ball hinge 5 is arranged at the pier bottom of the swivel pier 4, the swivel pier 4 is constructed according to the prefabricated position before swiveling, the post-enclosed connecting steel joint between the pier bottom and the pile cap is arranged, the pier bottom and the pile cap are temporarily locked (the temporary locking is removed correspondingly before the bridge swiveling construction), the swivel pier 4 is constructed to the design elevation, the main pier permanent support 41 and the main pier support cushion stone 42 are installed at the top of the pier. In S2, the beam body 1 and the swivel pier 4 are temporarily fixed after the swivel beam 1 is completed. In S5, the post-enclosed steel between the pier bottom and the pile cap is connected after the swivel to the design bridge position, and the post-enclosed area is poured.

[0081] (3) When the bridge is a continuous beam bridge, for the pier middle swivel method, in the above step S1, the lower foundation is first constructed, the lower swivel pier is constructed to the pier middle swivel position according to the actual bridge position, and the swivel ball hinge 5 is installed, then the upper swivel pier is constructed according to the prefabricated position before swiveling, and the post-enclosed connecting steel joint is reserved between the upper and lower swivel piers; the upper and lower swivel piers are temporarily locked, the upper swivel pier is constructed to the design elevation, and the main pier support cushion stone 42 and the main pier permanent support 41 are installed at the top of the pier. In S2, the beam body 1 and the swivel pier 4 are temporarily fixed after the swivel beam 1 is completed. In S5, the post-enclosed steel between the upper and lower swivel piers is connected after the swivel to the design bridge position, and the post-enclosed area is poured.

[0082] The construction method provided by the embodiment has wide application range. In one of the embodiments, preferably, the prefabricated length of the swivel beam 1 is equal to the bridge length, or the length of the beam segment on the main span side is greater than the length of the beam segment on the side span side, and the counterweight is arranged on the beam segment on the side span side.

[0083] In one of the embodiments, in the above step S5, the closure of the main beam structure and the installation of the side pier support 71 are completed according to the conventional construction method after the bridge swivel is completed. The counterweight body 3, the auxiliary support device, the walking track 6 and other components are removed, and the system conversion of the bridge structure is completed, so as to complete the bridge.

[0084] Preferably, in the above scheme, the auxiliary support device can adopt the auxiliary support device provided in the above embodiment two.

[0085] Preferably, in the above step S4, the counterweight method provided in the above embodiment one can be adopted, and the beam body constraint device can adopt the auxiliary support device, without the need for another device.

[0086] The distance L0 between the auxiliary support device and the rotation axis is preferably not less than 25 m, and is further preferably controlled within the range of 25-80 m. The position is universal and can be applied to most rotation bridges in general cases. The force arm between the auxiliary support device and the rotation spherical hinge 5 is long, and a multi-point statically determinate support system can be formed between the auxiliary support device and the rotation spherical hinge 5. The force is clear, the balance of the rotation structure can be maintained, and the anti-overturning stability is strong.

[0087] The rotation method provided by the embodiment only needs to arrange one rotation spherical hinge 5, and cancels the rotation platform, support foot, slide, counterforce seat, traction cable and other components in the conventional rotation system. The scale of the rotation system is greatly reduced, the large-scale rotation construction platform on the rotation pier 4 is avoided, the construction safety risk is greatly reduced, the construction process is simplified, and the engineering cost can be correspondingly reduced. In particular, when the rotation system is arranged at the pier bottom, the scale of the rotation pier foundation pit can also be effectively reduced, and the safety and economy of the engineering construction are improved.

[0088] Embodiment Four

[0089] In the bridge rotation construction, the upper beam body 1 will be deflected downward in the rotation cantilever state. If the rotation length of the beam body 1 is equal to the bridge length, the deflection will cause the beam end to conflict with the side pier support 71 or the side pier support cushion stone. If the rotation beam 1 has a large span, the deflection will even cause the beam body 1 to conflict with the side pier cap beam, and the smooth rotation cannot be realized. At present, in order to solve this problem, there are usually two design and construction methods for the rotation construction of the continuous girder bridge across the line. Specifically, (1) one method is to design the rotation length of the beam body 1 to be less than the bridge length. After the rotation is in place, a certain length of cast-in-place closure segment is arranged near the side pier 7, and the bridge span is completed by the cast-in-place closure segment. At present, this method is the most commonly used scheme. The advantages are that the side pier support 71 has a certain counterforce after the construction is completed, so that the structure does not have the phenomenon of side support disengagement in the operation and use stage. The disadvantage is that the cast-in-place closure segment construction needs to set up cast-in-place scaffolding. The cast-in-place scaffolding near the bridge understructure will have a great influence on the operation and safety of the bridge understructure during the construction.

[0090] Based on this, the bridge swivel construction method provided in Embodiment Three is optimized in this embodiment.

[0091] In this embodiment, the construction method is mainly based on the pier top swivel method, wherein, for example, Figure 6 , the following steps are included:

[0092] (1) The swivel pier 4 is constructed.

[0093] For example, Figure 7 , when the swivel ball hinge 5 and the main pier support assembly are constructed on the top of the swivel pier 4, the height of the ball hinge base is adjusted so that the top elevation of the swivel ball hinge 5 (i.e. the bottom elevation of the swivel beam 1) is higher than the top elevation of the main pier permanent support 41, and the height difference between the top of the swivel ball hinge 5 and the top of the main pier permanent support 41 is greater than the end deflection value of the swivel beam 1 and has an appropriate allowance (preferably controlled at 10 cm to 20 cm). This structural design not only ensures that the beam bottom elevation of the beam end in the cantilever state of the swivel beam 1 before swiveling is higher than the top elevation of the side pier support 71 set in advance, so that the swiveling is not hindered, but also ensures that the space between the bottom of the swivel beam 1 and the top of the swivel pier 4 can meet the space height requirement for construction operation by the construction personnel.

[0094] (2) The swivel beam 1 is constructed.

[0095] When the swivel beam 1 is constructed, the length of the swivel beam 1 is equal to the length of the completed bridge, and the length of the cast-in-place closure segment is not provided, and the side span cover beam is constructed at the same time.

[0096] (3) After the swivel beam 1 is constructed, before swiveling, a jack is arranged at the end of the swivel beam 1 to lift the beam body 1 (the lifting position corresponds to the support position of the side pier support 71), and the lifting force is preferably designed as the support reaction force design value F of the side pier 7 in the completed bridge, and the upward deflection value Δ of the end of the swivel beam 1 is measured; then the jack is removed, and the beam bottom elevation data H 边 and H 中 at the side pier support 71 position and the main pier permanent support 41 position of the swivel beam 1 are measured.

[0097] According to the measured upward deflection value and beam bottom elevation data of the end of the swivel beam 1, and in combination with the design elevation T 中 of the top of the main pier support cushion stone 42 on the swivel pier 4, the actual elevation of the top of the side pier support cushion stone at the side pier 7 is calculated as:

[0098] T 边 = H 边 -d h -t 边 + Δ

[0099] wherein, d h is the falling height value of the swivel beam 1, d h = H 中 -T中 -t 中 , t 边 and t 中 are the heights of the pier abutment 71 and the main pier permanent abutment 41, respectively.

[0100] According to the calculated T 边 values, the pier abutment cushion stones of the pier 7 are poured to the actual elevation at the pier top position, and the pier abutment 71 is installed.

[0101] (4) The swivel beam 1 is swiveled to perform construction.

[0102] (5) After the swivel is completed, the dynamic balance system (counterweight 3, auxiliary support device, walking track 6, and other components) of the swivel is removed, while the jacks are arranged at the top of the swivel pier 4 to support the swivel beam 1, the swivel spherical hinge 5 and the spherical hinge base are removed, and the swivel beam 1 is lowered to the main pier permanent abutment 41 and the pier abutment 71 of the swivel pier 4 to complete the system conversion, and the bridge deck auxiliary facilities are constructed to form the completed bridge state.

[0103] In the embodiment, the swivel beam 1 can be made without cast-in-place closure segments, and the bridge is formed after the swivel beam is lowered, avoiding the influence of the construction of the cast-in-place segment of the side span on the operation and safety of the existing railway, highway, and other structures under the bridge, reducing the construction process of the bridge after the swivel, and shortening the construction period. Compared with the cast-in-place closure segment construction method of pouring the pier abutment cushion stones after the swivel, the construction of the pier abutment 71 and the pier abutment cushion stones of the pier 7 can be completed before the swivel in the embodiment, and the bridge is directly lowered to form the bridge after the swivel, avoiding the problems of difficult operation, difficult to guarantee the construction quality, large error between the support reaction and the design value, and the like when the pier abutment 71 is constructed after the swivel.

[0104] The above only describes the preferred embodiments of the present application and is not intended to limit the present application. Any modification, equivalent replacement, improvement, and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A bridge swivel construction method characterized by, The method comprises: S1, a rotating pier is constructed, and a rotating structure is arranged at a corresponding position of the rotating pier, specifically, a rotating spherical hinge and a main pier support assembly are constructed at the top of the rotating pier, and the height of the top surface of the rotating spherical hinge is higher than the height of the top surface of the main pier permanent support by adjusting the height of the spherical hinge base, and the height difference between the top surface of the rotating spherical hinge and the top surface of the main pier permanent support is greater than the deflection value of the end of the rotating beam and has a proper surplus; S2, the rotating beam is manufactured at a prefabrication position before rotation; when the rotating beam is constructed, the length of the rotating beam is equal to the length of the completed bridge, and no cast-in-place closure segment length is arranged, and the side span cover beam is constructed at the same time; Before the rotation, jacks are arranged at the end of the rotation beam to lift the beam, the lifting position corresponds to the support position of the side pier support, the lifting force is designed as the support reaction force F of the side pier when the bridge is completed, and the deflection value Δ of the end of the rotation beam is measured at this time; then the jacks are removed, and the elevation data H of the beam bottom at the side pier support position and the main pier permanent support position of the rotation beam is measured 边 and H 中 ; Based on the measured deflection at the end of the rotating beam and the elevation data of the bottom of the beam, and combined with the design elevation T of the top of the main pier support pad on the rotating pier, 中 The actual elevation of the top of the bearing pad stone at the abutment is calculated as follows: T 边 =H 边 -d h -t 边 +Δ wherein d h is the height of the back-fall of the swivel beam, d h = H 中 -T 中 -t 中 , t 边 and t 中 are the heights of the abutment and the permanent abutment of the main pier, respectively. According to the calculated T 边 The abutment cushion stone of the side pier abutment is poured and constructed at the top position of the side pier to the actual elevation, and the side pier abutment is installed. S3, a walking track and an auxiliary support device are arranged below the rotating beam, the auxiliary support device and the walking track are located on the non-crossing line side, the bottom of the auxiliary support device walks on the walking track, and the top of the auxiliary support device is connected with the bottom of the rotating beam; S4, the rotating beam is counterweighted; the counterweighting method comprises: (1) the auxiliary support device has a spacing L0 from the rotating pier; the auxiliary support device is provided with a force measuring module for detecting the force acting on the beam body; (2) calculating the theoretical unbalanced moment M of the swivel structure C and the theoretical counterweight T0 of the swivel structure, wherein, ； wherein L S is the distance between the counterweight preset position and the swivel axis; (3) the rotating structure is pre-counterweighted T1 at a counterweighting preset position, then the temporary locking between the beam body and the rotating pier is removed, and the detection value F1 of the force measuring module is obtained; (4) According to the detection value F1 and the pre-weighing T1, the actual unbalanced moment M of the rotating body structure is calculated G : M G =T1L S -F1L0 (5) the counterweight is adjusted to T2, so that the detection value F2 of the force measuring module is within the set range, that is, the counterweighting operation is completed; S5, bridge rotation construction is performed; After the rotation is completed, the dynamic balance system of the rotating structure is removed, jacks are arranged at the top of the rotating pier to support the rotating beam, the rotating spherical hinge and the spherical hinge base are removed, the rotating beam is lowered to the main pier permanent support and the side pier support of the rotating pier, the system conversion is completed, the bridge surface auxiliary facilities are constructed, and the completed bridge state is formed.

2. The bridge turn method of claim 1, wherein: The set range of F2 is 100-200kN.

3. The bridge turn method of claim 1, wherein: T1 is greater than T0 by 100-200kN.

4. The bridge turn method of claim 1, wherein: The spacing L0 is within the range of 25m.

5. The bridge turn method of claim 1, wherein: During the bridge rotation, the force measuring module continuously monitors the load acting on the auxiliary support device, so as to play an auxiliary early warning role and prevent the beam body from overturning.

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