Bridge swivel construction method

Abstract

The present application relates to a kind of bridge swivel construction methods, comprising: S1, swivel pier is made, and setting swivel structure;S2, prefabricated swivel beam;S3, below swivel beam, at non-crossing line side setting running track and auxiliary support device, the bottom of auxiliary support device runs on running track, the top of auxiliary support device is connected with swivel beam bottom;S4, swivel beam is counterweighted;S5, bridge swivel construction is carried out.The present application adopts the swivel mode of setting auxiliary support device in non-crossing line side and counterweighting, auxiliary support device is easily arranged, and it can form multiple-point statically determinate support system between swivel ball hinge, with strong anti-overturning stability;The auxiliary support device can be reused, effectively reduces construction cost.The above-mentioned construction method has universal applicability, and can be applied to most bridge swivel constructions under general conditions.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of bridge engineering, and particularly relates to 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 is horizontally swiveled to a design line position to form a bridge 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 the construction of newly-built bridges on the operation and safety of the existing traffic under the bridges, the horizontal swivel construction technology has been widely applied.

[0003] In the current swivel mode, for the case that the bridge swivel structure is extremely asymmetric, a multi-point support swivel mode is adopted, 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 lines, the swivel pier is close to the existing traffic lines, 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 cases. In addition, the use of the swivel system has a one-time characteristic, and the engineering cost is high.

[0004] Currently, there is also a multi-point support swivel mode in which the auxiliary supports are arranged at the beam ends of the side spans. For example, the Gu'an super-large bridge of Beijing-Xiong'an Intercity Railway 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 that in the completed bridge state in the swivel cantilever state, and the weight of the beam body on the side span is greater than that of the main span, so the auxiliary supports are still arranged on the side with longer structure and heavier weight. In this mode, the concrete-filled steel tube columns are installed at the ends of the side spans as auxiliary supports, and the arc-shaped ground slide beam is arranged below the auxiliary supports. The entire beam body is rotated by pulling the steel strand by 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 the concrete-filled steel tube columns is arranged on the inner side of the arc-shaped 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 radius of the arc track 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 the efficiency of this mode is poor when the swivel angle is large.

[0005] In addition, the horizontal rotation method can be divided into a balanced weight rotation body and an unbalanced weight rotation body, the balanced weight rotation body can be divided into a structure self-balancing and a counterweight balancing, and the unbalanced weight rotation body refers to a rotation body balanced by an anchoring cable system. At present, the most commonly used horizontal rotation method is a balanced weight single-point support rotation, that is, the rotation structure on both sides of the rotation center is basically symmetrical, and a counterweight is not needed or a little asymmetry exists, but the rotation can be balanced by the counterweight. The rotation weight is supported by the center spherical hinge single point, and the anti-overturning stability moment of the rotation structure in the rotation process is provided by the friction of the spherical hinge, so that the anti-overturning stability is poor, and especially for high-rise structures, the shaking phenomenon is prone to occur. Therefore, in order to prevent the unbalanced moment caused by construction errors or structural asymmetry from affecting the stability of the rotation structure, the rotation structure needs to be weighed and appropriately counterweighted before rotation. 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 jacking forces of the jacks. The weighing result is greatly affected by manual operation and instrument accuracy, and the weighing and counterweighting process is relatively complicated and time-consuming, and needs to be adjusted multiple times, such as weighing, counterweighting, reweighing, and re-counterweighting, before the rotation balance and stability effect can be achieved. SUMMARY

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

[0007] The present application relates to a bridge rotation construction method, which can at least solve some defects of the prior art.

[0008] S1, a rotation pier is constructed, and a rotation structure is arranged at a corresponding position of the rotation pier;

[0009] S2, a rotation beam is made at a prefabrication position before rotation;

[0010] S3, a running track and an auxiliary support device are arranged below the rotation beam, wherein the auxiliary support device and the running track are located on a non-line-crossing side, the bottom of the auxiliary support device runs on the running track, and the top of the auxiliary support device is connected with the bottom of the rotation beam;

[0011] S4, the rotation beam is counterweighted;

[0012] S5, bridge rotation construction is performed.

[0013] As one of the embodiments, the auxiliary support device is provided with a force measuring module for detecting the force acting on the beam body.

[0014] As one of the embodiments, in S4, the counterweighting method comprises:

[0015] S41, calculating a theoretical unbalanced moment M of the rotating body structure C and a theoretical counterweight T0 of the rotating body structure in balance, wherein,

[0016]

[0017] wherein, L S is the distance between the counterweight preset position and the rotating body axis;

[0018] S42, pre-weighting the rotating body structure at the counterweight preset position T1, and then removing the temporary locking between the beam body and the rotating body pier, to obtain the detection value F1 of the force measuring module;

[0019] S43, according to the detection value F1 and the pre-weight T1, calculating the actual unbalanced moment M of the rotating body structure G

[0020] M G = T1L S -F1L0

[0021] S44, adjusting the counterweight to T2, so that the detection value F2 of the force measuring module is within the set range, i.e. the counterweight operation is completed.

[0022] As one of the embodiments, the set range of F2 is 100-200kN.

[0023] As one of the embodiments, in S5, the load borne by the auxiliary support device is continuously monitored by the force measuring module, so as to play the role of auxiliary early warning and prevent the beam body from overturning.

[0024] As one of the embodiments, the auxiliary support device comprises at least two auxiliary legs, the height of the auxiliary legs meets the requirement of connecting with the bottom of the beam body; each auxiliary leg is provided with a walking part, and at least part of the walking parts are provided with a walking driving mechanism.

[0025] As one of the embodiments, the walking part is connected to the bottom end of the auxiliary leg, and a force measuring module is arranged at the connection position.

[0026] As one of the embodiments, the auxiliary leg and the walking part are abutted by end plates, and the force measuring module is clamped between the two end plates; after the counterweight operation is completed, the two end plates are welded and fixed or flange assembled and fixed.

[0027] The present application has at least the following beneficial effects:

[0028] ​The bridge swivel construction method provided by the application adopts a swivel mode of setting an auxiliary support device on a non-crossing line side and performing counterweight, the auxiliary support device is easy to arrange, the force arm thereof relative to a swivel axis is longer, a multi-point statically determinate support system can be formed between the auxiliary support device and a swivel ball hinge, the force is clear, the balance of the swivel structure can be maintained, the anti-overturning stability is stronger, the smoothness and safety of the swivel construction can be significantly improved, and the auxiliary support device can be reused, thereby effectively reducing the construction cost. The construction method has universal applicability and can be applied to the swivel construction of most bridges under general conditions, including the swivel construction of unbalanced structure systems such as curved bridges and special-shaped bridges (tunnel bridge), and is also applicable to the construction condition that the length of the swivel beam is equal to the length of the completed bridge. BRIEF DESCRIPTION OF DRAWINGS

[0029] In order to more clearly illustrate the technical solutions in the embodiments of the application or the prior art, the following will briefly introduce the drawings needed to be used in the embodiments or the prior art description. Obviously, the drawings in the following description only constitute some embodiments of the application, and for those skilled in the art, other drawings can also be obtained based on these drawings without creative labor.

[0030] Figure 1 The bridge swivel construction schematic diagram provided by the embodiment of the application;

[0031] Figure 2 The swivel beam schematic diagram provided by the embodiment of the application, in which the auxiliary support device and the counterweight are set;

[0032] Figure 3 The counterweight method schematic diagram provided by the embodiment of the application;

[0033] Figure 4 The structure schematic diagram of the auxiliary support device provided by the embodiment of the application;

[0034] Figure 5 The connection structure schematic diagram of the auxiliary support leg and the walking part provided by the embodiment of the application;

[0035] Figure 6 The bridge swivel construction schematic diagram provided by the embodiment of the application without cast-in-place closure segment;

[0036] Figure 7 The Figure 6 The schematic diagram in which the top elevation of the swivel ball hinge is higher than the top elevation of the main pier permanent support. DETAILED DESCRIPTION

[0037] The technical solutions in the embodiments of the present application will be clearly and completely described below. Obviously, the described embodiments are only part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative work fall within the scope of the present application.

[0038] Embodiment one

[0039] As Figure 2 and Figure 3 , the embodiment of the present application provides a counterweight method in the bridge swivel construction process, which comprises the following steps:

[0040] (1) a beam body constraint device is arranged below the beam body 1, the beam body constraint device has a certain interval with the swivel pier 4, the interval is defined as L0, the top end of the beam body constraint device is constrained and matched with the beam body 1, and the bottom end of the beam body constraint device is arranged on the 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;

[0041] (2) the theoretical unbalanced moment M C of the swivel structure and the theoretical counterweight T0 of the swivel structure balance are calculated, wherein,

[0042]

[0043] wherein, L S is the distance between the counterweight preset position and the swivel axis; for M c , preferably, the moment causing the beam body 1 to deviate to the main span is positive, and vice versa;

[0044] (3) the swivel structure is pre-counterweighted T1 at the counterweight preset position, and then the temporary locking between the beam body 1 and the swivel pier 4 is removed, and the detection value F1 of the force measuring module is obtained;

[0045] wherein, 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 serves as the subsequent swivel auxiliary support);

[0046] (4) according to the detection value F1 and the pre-counterweight T1, the actual unbalanced moment M G of the swivel structure can be obtained:

[0047] M G = T1L S -F1L0

[0048] (5) Adjust the counterweight weight to T2, so that the detection value F2 of the force module is within the set range, i.e. the counterweight operation is completed.

[0049] Preferably, the above set range is 100-200 kN.

[0050] Based on the above counterweight mode, the balance of the rotating body structure can be ensured, and the rotating body resistance can be controlled within a smaller range, thereby ensuring the smoothness, reliability and safety of the bridge rotating body.

[0051] The above counterweight mode is convenient to operate, does not need to weigh the beam body 1, can significantly reduce the construction labor intensity, and can avoid the problem of low accuracy of the beam body 1 weighing and counterweight operation caused by manual operation and instrument precision conditions; the above counterweight mode has fewer operation steps, and the cumbersome process of weighing, counterweighting, reweighing, and re-counterweighting is omitted, thereby significantly improving the efficiency of bridge rotating body construction, shortening the construction period, and reducing the construction cost.

[0052] Preferably, the beam body restraining device is preferably located on the same side of the counterweight preset position as the rotating body pier 4. This arrangement is not limited by obstacles under the bridge, and is therefore convenient to arrange. The distance L0 between the beam body restraining device and the rotating body pier 4 can also be controlled within a relatively large range (preferably L0≥25 m), which can improve the counterweight accuracy. During the counterweight operation, the beam body restraining device mainly bears the beam body pressure, and accordingly, the force module can use a pressure sensor 22 or other detection device. In this mode, the top end of the beam body restraining device can be fixedly connected with the beam body 1, or can only be in contact with the beam body 1 without being fixed, as long as reliable restraint of the beam body 1 can be ensured.

[0053] The above beam body restraining device can be removed after the counterweight operation is completed, or can be further utilized as an auxiliary support in the subsequent bridge rotating body process, so that one set of device can have multiple functions and participate in bridge rotating body construction in multiple ways, has high equipment utilization rate, and can significantly reduce the construction steps. When the beam body restraining device is used as an auxiliary support, the above force module can continuously monitor the load borne by the auxiliary support device during the bridge rotating body construction, which can play an auxiliary warning role, improve the safety and reliability of the bridge rotating body construction, and reduce the risk of beam body 1 overturning.

[0054] Embodiment Two

[0055] The embodiment provides an auxiliary support device for bridge rotating body construction.

[0056] As Figure 1 , Figure 4 and Figure 5The auxiliary support device comprises at least two auxiliary legs 2, the height of the auxiliary legs 2 meets the requirement of connecting 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 part 21 is provided with a walking driving mechanism.

[0057] In one embodiment, as Figure 5 The walking part 21 adopts a roller type structure, which comprises a wheel frame and rollers arranged on the wheel frame, the number of the 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) and the like, so as to ensure smooth walking on the arc-shaped track.

[0058] In another embodiment, the walking part 21 adopts a sliding plate type structure, which comprises a sliding plate frame and a sliding plate arranged at the bottom of the sliding plate frame.

[0059] Further, the auxiliary support device is further provided with a walking track 6, the walking part 21 walks on the walking track 6; wherein 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 walk normally on the arc-shaped track when being distributed in a straight line, but when the auxiliary leg 2 has three or more than three, 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 leg 2 has multiple, it is preferred that each walking part 21 is distributed in an arc-shaped curve (the sliding plate is also a feasible scheme by being 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 will not be described here.

[0060] Preferably, as Figure 5 The walking driving mechanism adopts a gear-rail type driving mode, specifically, comprising a walking driving unit 23, a driving gear 251 and a transmission rack 252, wherein the walking driving unit 23 is installed on the corresponding auxiliary 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 leg 2 / walking part 21 to move relative to the transmission rack 252, so as to realize the walking of the walking part 21 on the walking track 6. Understandably, the transmission rack 252 is an arc-shaped rack, and the track surface of the walking track 6 shares the center. The walking driving unit 23 can adopt a conventional rotary driving device such as a motor reducer assembly.

[0061] Further, asFigure 5 The 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 meshes with the outer ring of the transmission rack 252, and the limiting wheel 253 abuts 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 meshing 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.

[0062] 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.

[0063] 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.

[0064] Preferably, the auxiliary support leg 2 is divided into multiple leg segments for assembly, and high-strength bolts are used to connect between the leg segments. Based on the design, the auxiliary support leg 2 can be made into a standardized product, which is suitable for different bridge heights through assembly, flexible combination, and convenient transportation, storage, installation, etc.; preferably, the length of a single leg segment is 4-5 m.

[0065] 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.

[0066] In one embodiment, the auxiliary support leg 2 and the walking part 21 adopt a sleeve connection structure, specifically, as shown in 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.

[0067] 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 swing construction, thereby playing an auxiliary early warning role, improving the safety and reliability of the bridge swing construction operation, and reducing the risk of overturning of the beam body 1.

[0068] 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 swing 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.

[0069] 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.

[0070] 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.

[0071] 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.

[0072] Embodiment three

[0073] As Figure 1 and Figure 2 , the embodiment of the present application provides a bridge swivel construction method, comprising the following steps:

[0074] S1, a swivel pier 4 is constructed, and a swivel structure is arranged at the corresponding position of the swivel pier 4;

[0075] S2, a swivel beam 1 is made at a prefabrication position in front of the swivel;

[0076] 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 both located on the 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;

[0077] S4, the swivel beam 1 is counterweighted;

[0078] S5, bridge swivel construction is performed.

[0079] Wherein, the design and construction of the above-mentioned swivel pier 4 and the foundation below it are conventional techniques in the art, and are not described here.

[0080] Wherein, preferably, a spherical hinge type swivel method is adopted, and the above-mentioned swivel structure correspondingly adopts a swivel spherical hinge 5, for example, including a spherical hinge base and a support type spherical hinge; the swivel method can be a pier top swivel, a pier middle swivel or a pier bottom swivel, and the setting position of the swivel structure is correspondingly matched, which is not described in detail here.

[0081] The above-mentioned bridge can be a continuous beam bridge, a T-structure bridge, etc.; the above-mentioned method is described in detail below taking a continuous beam bridge as an example, and the specific embodiments of a T-structure bridge, etc. are easily designed by those skilled in the art:

[0082] (1) When it is a continuous beam bridge, for the pier top swivel method, in the above-mentioned step S1, the main pier permanent support 41 and the 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 manner, and before the bridge swivel construction, the temporary locking needs to be correspondingly removed. 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.

[0083] (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.

[0084] (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.

[0085] 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.

[0086] 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.

[0087] Preferably, in the above scheme, the auxiliary support device can adopt the auxiliary support device provided in the above embodiment two.

[0088] 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.

[0089] 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.

[0090] 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.

[0091] Embodiment Four

[0092] 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 impact on the operation and safety of the bridge understructure during the construction.

[0093] Based on this, the bridge swivel construction method provided in Embodiment Three is optimized in this embodiment.

[0094] 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:

[0095] (1) The swivel pier 4 is constructed.

[0096] 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 surplus (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 of the construction operation of the construction personnel.

[0097] (2) The swivel beam 1 is constructed.

[0098] 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 section is not provided, and the side span cover beam is constructed at the same time.

[0099] (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.

[0100] 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:

[0101] T 边 = H 边 -d h -t 边 + Δ

[0102] 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.

[0103] According to the calculated T 边 value, the pier abutment cushion stone of the pier 7 is poured and constructed to the actual elevation at the pier top position, and the pier abutment 71 is installed.

[0104] (4) The swivel beam 1 is swiveled and constructed.

[0105] (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, at the same time, the jack is 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, the swivel beam 1 is lowered to the main pier permanent abutment 41 and the pier abutment 71 of the swivel pier 4, the system conversion is completed, the bridge surface auxiliary facilities are constructed, and the bridge state is formed.

[0106] In the embodiment, the swivel beam 1 can be not provided with the cast-in-place closure segment, the bridge is formed after the swivel beam is lowered, 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 is avoided, the construction process of the bridge after the swivel is reduced, and the construction period is shortened; compared with the cast-in-place closure segment construction method of the post-poured pier abutment cushion stone, in the embodiment, the construction of the pier abutment 71 and the pier abutment cushion stone of the pier 7 can be completed before the swivel, the bridge is directly lowered to form the bridge after the swivel, and the problems such as difficult operation, difficult guarantee of 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 are avoided.

[0107] The above only describes the preferred embodiments of the present application and is not used to limit the present application, any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. A bridge rotation construction method, characterized in that, The method includes: S1. Construct a rotating pier and set up a rotating structure at the corresponding position of the rotating pier. Specifically, construct a rotating ball hinge and a main pier support assembly on the top of the rotating pier. Adjust the height of the ball hinge base so that the top surface elevation of the rotating ball hinge is higher than the top surface elevation of the main pier permanent support. At the same time, the height difference between the top surface of the rotating ball hinge and the top surface of the main pier permanent support is greater than the deflection value at the end of the rotating beam and leaves an appropriate margin. S2, the rotating beam is fabricated at the prefabrication position before the rotation; when the rotating beam is constructed, the length of the rotating beam is equal to the length of the completed bridge, no cast-in-place closure section is set, and the side span cap beam is constructed at the same time. After the construction of the rotating beam is completed and before rotation, jacks are first installed at the ends of the beam to lift it. The lifting point corresponds to the support of the side pier. The lifting force is designed to be the design value F of the support reaction force at the side pier when the bridge is completed, and the upward deflection Δ at the end of the rotating beam is measured at this time. Then the jacks are removed, and the bottom elevation H of the beam at the position of the side pier support and the position of the permanent support of the main pier 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 Where, d h d represents the drop height of the rotating beam. h =H 中 -T 中 -t 中 , t 边 and t 中 These refer to the heights of the side pier supports and the permanent supports of the main pier, respectively. Based on the calculated T 边 The value is that the construction pier support pad stone is poured at the top of the pier to the actual elevation, and the pier support is installed. S3, a traveling track and an auxiliary support device are set under the rotating beam. The auxiliary support device and the traveling track are both located on the non-crossing side. The bottom of the auxiliary support device travels on the traveling track, and the top of the auxiliary support device is connected to the bottom of the rotating beam. S4, Counterweight is applied to the rotating beam; S5, proceed with the bridge rotation construction; after the rotation is completed, dismantle the dynamic balancing system of the rotation, and at the same time set up jacks on the top of the rotating pier to support the rotating beam, remove the rotating ball joint and ball joint base, so that the rotating beam is lowered onto the permanent support of the main pier and the side pier support of the rotating pier, complete the system conversion, and then construct the bridge deck ancillary facilities to form the completed bridge state.

2. The bridge rotation construction method as described in claim 1, characterized in that: The auxiliary support device includes at least two auxiliary legs, the height of which meets the requirements for connection with the bottom of the beam; each auxiliary leg is equipped with a walking part, and at least part of the walking part is equipped with a walking drive mechanism.

3. The bridge rotation construction method as described in claim 2, characterized in that: The walking unit is connected to the bottom of the auxiliary support leg, and a force measuring module is provided at the connection point between the two.

4. The bridge rotation construction method as described in claim 3, characterized in that: The auxiliary outrigger and the walking unit are connected by end plates, and the force measuring module is clamped between the two end plates. After the counterweight operation is completed, the two end plates are welded and fixed or flanged and fixed.

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