Construction method of continuous steel truss girder of bidirectional longitudinal slope bridge deck

Abstract

The application discloses a continuous steel truss beam construction method of a bidirectional longitudinal slope bridge deck, and relates to the technical field of bridge engineering construction, which comprises the following steps: using sliding seats arranged below bridge sections to sequentially longitudinally move the bridge sections to designed positions, and the height of the sliding seat below each bridge section is matched with the slope when the bridge section is longitudinally moved to the designed position. A plurality of sliding seats with different heights are respectively arranged at the bottoms of different sections of the steel truss beam, so that the corners of the slope top are buffered by the sliding seats with different heights, and meanwhile, the line type of the steel truss beam after splicing can be maintained, and the plurality of sections are pushed to the designed positions by a pushing device, so that continuous construction can be realized, and the construction efficiency is improved.

Description

Technical Field

[0001] This invention relates to the field of bridge engineering construction technology, specifically to a method for constructing continuous steel truss girders on a two-way longitudinal slope bridge deck. Background Technology

[0002] With the rapid development of steel bridge technology, more and more complex long-span steel bridges are being widely used. For the installation and construction of long-span steel structure bridges with slopes, existing conventional technologies mostly involve ground assembly and unit hoisting. However, for some special river-crossing and river-crossing projects, these methods are not suitable, and incremental launching construction is more commonly used.

[0003] Currently, jacking construction can be divided into centralized jacking and decentralized power jacking based on the location of the jacking force. Centralized jacking involves pouring a large concrete wall on the bank as a reaction wall, placing jacks in front of the reaction wall, and jacking a segment before installing the next segment. The required reaction force increases with the number of segments, placing increasingly higher demands on the jacking force of the equipment, and significantly increasing the possibility of the reaction wall collapsing. The jacking force is concentrated in the last segment, resulting in large deviations in the jacking direction. The second method is decentralized power jacking (hydraulic synchronous cumulative sliding), where jacks are installed under each segment or every few segments for jacking. As the number of segments increases, so does the number of jacks corresponding to each segment. Therefore, the force applied by each jack must be uniform and synchronous to achieve synchronous jacking while maintaining the bridge's structural alignment.

[0004] However, in the construction of bridges with slopes, since the top of the double slope has a corner, how to overcome the corner at the top of the slope to maintain the alignment of the bridge is an urgent problem to be considered. Summary of the Invention

[0005] In view of the shortcomings of the existing technology, the purpose of this invention is to provide a construction method for continuous steel truss girders on a two-way longitudinal slope bridge deck, so as to solve the problems of high difficulty, low efficiency and poor alignment control in the construction of two-way slopes in the existing technology.

[0006] To achieve the above objectives, the technical solution adopted by the present invention is as follows:

[0007] This application provides a construction method for continuous steel truss girders on a two-way longitudinal slope bridge deck, including the following steps:

[0008] Using a sliding block installed under the bridge segment, each of the aforementioned bridge segments is longitudinally moved to the design position in sequence, and the height of the sliding block under each of the aforementioned bridge segments is matched with the slope of the bridge segment when it is longitudinally moved to the design position.

[0009] In some optional embodiments, before sequentially moving each bridge segment longitudinally to the design position, multiple slides of different heights are installed at the bottom of the bridge segments, which are divided into multiple predetermined lengths along the longitudinal direction of the bridge. Each slide is equipped with a jacking device, which is used to push the slide and the corresponding bridge segment to slide on the slide rail to the predetermined position.

[0010] In some optional embodiments, the bridge is divided into multiple segments of predetermined length along the longitudinal direction, including:

[0011] The steel truss girder is divided into two groups from the position at the top of the slope when it is formed, and each group includes multiple bridge segments of a set length.

[0012] The two sets of the above-mentioned bridge segments were placed at the bottom of the two slopes of the bidirectional slope and arranged in the order from the top of the slope to the bottom of the slope during the forming process.

[0013] In some optional embodiments, the above-mentioned jacking device is used to push the slide block and the corresponding bridge segment on the slide rail to a set position, including jacking the two sets of the above-mentioned bridge segments sequentially and synchronously from the two bottoms of the two-way slope in the above-mentioned order until the two sets of the above-mentioned bridge segments are joined together at the top of the slope.

[0014] In some alternative embodiments, after each bridge segment is longitudinally moved to the design position, the aforementioned slide rails, the slide seats of each of the aforementioned bridge segments, and the jacking devices are removed, and all the aforementioned bridge segments are simultaneously unloaded onto the pier supports and welded.

[0015] In some alternative embodiments, a jacking device is used to lift all the aforementioned bridge segments as a whole and remove the aforementioned slide rails, the slide blocks of each of the aforementioned bridge segments, and the jacking device.

[0016] In some optional embodiments, two sets of jacking assembly components with different heights are installed on each of the above-mentioned bridge segments to cooperate with two longitudinal bridge-direction slide rails laid at intervals on the sliding beam. Each set of jacking assembly components includes two slide seats arranged at intervals in the transverse bridge direction.

[0017] In some optional embodiments, when the above-mentioned jacking device pushes the slide block and the corresponding bridge segment to slide on the slide rail to a set position, the horizontal offset of the axis of each bridge segment from the center line of the bridge is detected. When the horizontal offset exceeds a first set distance, the jacking force of the jacking device on the upward offset side of the transverse bridge is increased.

[0018] The deviation thrust of the jacking device on the deviation side is gradually adjusted according to the change in the horizontal deviation until the horizontal deviation of the bridge segment is zero.

[0019] In some alternative embodiments, the aforementioned sliding block is installed at the connection between the web truss and the lower chord of the aforementioned bridge segment.

[0020] In some alternative embodiments, the supports used to support all the bridge segments are preloaded using a rapid load-maintaining method before all the bridge segments are slid into place.

[0021] Compared with the prior art, the advantages of the present invention are as follows: by installing multiple sliding blocks of different heights at the bottom of different segments of the steel truss, the corners of the slope top can be buffered by the sliding blocks of different heights, while maintaining the alignment of the spliced ​​steel truss. Furthermore, multiple segments can be pushed to the set position by the jacking device, thereby enabling continuous construction and improving construction efficiency. Attached Figure Description

[0022] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0023] Figure 1 This is a construction schematic diagram of step two in the construction method of a continuous steel truss girder for a two-way longitudinal slope bridge deck according to the present invention.

[0024] Figure 2 for Figure 1 Enlarged schematic diagram of preloaded piles;

[0025] Figures 3 to 5 This is a construction schematic diagram of step three in the construction method of a continuous steel truss girder for a two-way longitudinal slope bridge deck according to the present invention.

[0026] Figure 6 This is a schematic diagram illustrating the coordination between bridge segments and sliding rails in a construction method for a continuous steel truss girder with a two-way longitudinal slope bridge deck according to the present invention.

[0027] Figure 7 for Figure 6 A schematic diagram showing the connection between the middle slide rail, slide block, and jacking device;

[0028] Figure 8 for Figure 6 Schematic diagram of the longitudinal bridge direction of the middle slide block and the slide rail;

[0029] Figure 9 for Figure 6 Schematic diagram of the connection between the middle slide rail and the sliding beam;

[0030] Figure 10 This is a schematic diagram of horizontal correction in one embodiment of the present invention;

[0031] Figure 11This is a table showing the comparison between the sliding seat height and bridge segments when the slope is 2.5% in one embodiment of the present invention;

[0032] Figure 12 This is a table showing the division of bridge stages in one embodiment of the present invention.

[0033] In the diagram: 1. Support; 2. Sliding beam; 21. Steel pressure plate; 3. Slide rail; 4. Steel truss; 41. Bridge segment; 5. Slide seat; 51. Rail stop; 6. Jacking device; 7. Pier support; 8. Preloading pile; 81. Support plate; 82. Jack. Detailed Implementation

[0034] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0035] The embodiments of the present invention will be further described in detail below with reference to the accompanying drawings.

[0036] When constructing a bridge on a bi-directional longitudinal slope, it is necessary to overcome the influence of the slope difference and the angle at the top of the slope on the bridge alignment. To ensure that all bridge segments 41 are installed with the lower pier supports 7 after assembly and placement, this application provides a construction method for a continuous steel truss girder on a bi-directional longitudinal slope bridge deck, including the following steps:

[0037] S1: After the slope is laid according to the gradient, support frame 1 is erected on the slope surface of the two-way longitudinal slope, and sliding beam 2 is laid on support frame 1. On sliding beam 2, two longitudinal sliding rails 3 are laid along the transverse direction of the bridge.

[0038] When installing the slide rail 3, it is necessary to first lay out and position it, and adjust the accuracy of the slide rail 3 to ensure that when the bridge segment 41 that slides through the slide rail 3 reaches the set position, it is consistent with the design.

[0039] In some alternative embodiments, such as Figure 9 As shown, the slide rail 3 is fixed to the sliding beam 2 by two steel pressure plates 21 to prevent the slide rail 3 from shifting.

[0040] S2: Perform pre-compression on bracket 1.

[0041] Understandably, in order to ensure structural safety during construction and to determine whether the foundation bearing capacity meets the construction requirements, the rapid sustained load method is used to load and detect the settlement of the steel pipe piles of support 1 under the maximum load.

[0042] In this example, the settlement variation of the steel pipe pile under the maximum load was measured by using the rapid sustained load method.

[0043] Specifically, such as Figure 1 and Figure 2 As shown, a preloaded pile 8 is erected between two adjacent steel pipe piles. A support plate 81 is installed on the preloaded pile 8 at intervals with sliding beams 2, and a jack 82 is installed between the support plate 81 and the sliding beams 2. A graded loading method is adopted, with loading performed in three stages, each time at 60%, 80%, and 100% of the total load weight. During each loading stage, the load is maintained at the graded weight for two hours, and the settlement at the top of the steel pipe pile is measured at 5, 15, and 30 minutes, and then every 15 minutes thereafter. When the cumulative measurement time is 2 hours, if the increase in settlement at the top of the steel pipe pile in the last 15-minute interval is not significantly less than the increase in settlement at the top of the steel pipe pile in the adjacent 15-minute interval, the maintenance load time should be extended until the settlement increase in the last 15 minutes is less than the settlement increase in the adjacent 15-minute intervals. If the settlement at the top of the pile in the last 15-minute interval is significantly less than the settlement increase in the adjacent 15-minute intervals, the next loading stage test can proceed.

[0044] After loading is completed and settlement stabilizes, unloading begins once the daily settlement is no more than 1 mm and passes inspection. Unloading is carried out in stages: 100% design weight → 80% design weight → 60% design weight → 0, and the settlement value of support 1 is recorded. After unloading, observation continues for 2 hours. Finally, the observation data is compiled and compared with the single pile bearing capacity test data.

[0045] S3: As Figures 3 to 5 As shown, by using the slide block 5 set below the bridge segment 41, each bridge segment 41 is longitudinally moved to the design position in sequence, and the height of the slide block 5 below each bridge segment 41 matches the slope of the bridge segment 41 when it is longitudinally moved to the design position.

[0046] Preferably, the steel truss beam 4 is divided into multiple bridge segments 41 of a set length, and multiple slides 5 of different heights are installed at the bottom of each bridge segment 41. Each slide 5 is equipped with a jacking device 6, which is used to push the slide 5 and the corresponding bridge segment 41 to slide on the slide rail 3 to a set position.

[0047] In some optional embodiments, step S3 specifically includes:

[0048] S31: Divide the steel truss beam 4 into multiple bridge segments 41 of a set length, and calculate the weight and number each segment to compile a segment division table.

[0049] In this example, each segment is approximately 10 meters long. The segment division table is as follows: Figure 11As shown.

[0050] Specifically, in some optional embodiments, step S21 includes:

[0051] S311: Divide the above-mentioned steel truss beam 4 into two groups from the position at the top of the slope when it is formed, and each group includes multiple bridge segments 41 of a set length.

[0052] In this example, the bridge segments are divided according to the south bank and the north bank, and are divided into two groups from the position at the top of the slope when the bridge is formed, and numbered sequentially.

[0053] S312: Place the two sets of the above-mentioned bridge segments 41 at the bottom of the two-way slope respectively, and arrange them in the order from the top of the slope to the bottom of the slope during the forming process.

[0054] In some optional embodiments, the above-mentioned jacking device 6 is used to push the slide block 5 and the corresponding bridge segment 41 to slide on the slide rail 3 to a set position. This includes jacking the two sets of bridge segments 41 sequentially and synchronously from the two bottoms of the two-way slope in the above-mentioned order until the two bridge segments 41 located at the top of the slope finally close together at the top of the slope.

[0055] Since this application adopts a bidirectional simultaneous jacking method, the two sets of bridge segments 41 are arranged in order from the top of the slope to the bottom of the slope, placed at the bottom of the slope, and then installed and jacked on both sides at the same time.

[0056] In some optional embodiments, step S3 further includes:

[0057] S32: Two longitudinal bridge-direction slide rails 3 are laid at intervals on the aforementioned sliding beam 2. Two sets of jacking assembly components with different heights are installed on each of the aforementioned bridge segments 41 to cooperate with the aforementioned slide rails 3. Each set of jacking assembly components includes two transverse bridge-direction spaced slide blocks 5.

[0058] Understandable, such as Figure 6 As shown, each bridge segment 41 is equipped with four sliding blocks 5 at its bottom, and two sliding blocks 5 in the same group slide on the same slide rail 3. The purpose of this arrangement is to allow the four sliding blocks to slide and support the bridge segment 41, thereby rationally distributing the jacking force of the jacking device 6 corresponding to each sliding block 5, and also making the sliding of the bridge segment 41 on the sliding beam 2 more stable.

[0059] It should be noted that the two sets of sliding blocks are symmetrically arranged about the longitudinal axis of bridge segment 41. The two sliding blocks 5 located in the transverse direction have the same height, while the two sliding blocks 5 located in the longitudinal direction have different heights.

[0060] Taking a slope of 2.5% as an example, bridge segments 41 located at different predetermined positions after molding are equipped with sliding seats of different heights depending on their position on the slope. For example... Figure 10 The figure shows the height of the sliding block at different mileage markers.

[0061] The sliding blocks 5 are set at different heights according to the slope corresponding to the formed bridge segment 41. The purpose is to pre-arch the bridge segment according to the design elevation of different segments, and to ensure that each sliding block 5 is stressed at the same time.

[0062] In this example, the jacking device 6 is a self-locking hydraulic crawler that can crawl or clamp on the slide rail 3. The jacking device 6 is connected to the slide block 5 through a lug plate and is used to transmit the horizontal jacking force of the hydraulic crawler. The jacking point selected here can effectively transmit the horizontal friction force. The slide block 5 is a cubic structure and is connected to the bridge segment 41 by welding. The minimum height is not less than 500mm. Steel plates are welded between each side of the slide block 5 and the bottom surface of the bridge segment 41 to avoid uneven stress at the connection and deformation of the bridge segment 41, and also to make the connection more secure.

[0063] Preferably, the slide 5 is installed at the connection between the web truss and the lower chord of the corresponding bridge segment 41, because the structure at this location is better stressed, thus avoiding deformation due to the self-weight of the bridge segment 41.

[0064] It should be noted that an assembly area is set on the sliding beam 2. First, the four jacking devices 6 are fixed on the slide rails 3 in the assembly area. Then, the corresponding bridge segment 41 is hoisted into the assembly area, and the sliding seat 5 located at the bottom of the bridge segment 41 is matched with the slide rail 3. The sliding seat 5 is connected to the jacking device 6 through the ear plate. After the assembly is completed, the jacking device 6 is used to push and slide the bridge segment 41 out of the assembly area to the next area. Then, the above steps are repeated to assemble and slide the next adjacent segment in the assembly area until all bridge segments 41 are assembled and slid into place.

[0065] In some optional embodiments, step S3 further includes:

[0066] S33: Detect the horizontal offset of the axis of each bridge segment 41 from the bridge centerline. When the horizontal offset exceeds the first set distance, increase the pushing force of the jacking device 6 on the upward offset side of the transverse bridge.

[0067] It is understandable that, since two rows of longitudinally extending slide rails 3 are laid at intervals along the transverse direction on the sliding beam 2, when jacking the bridge segment 41, the jacking force of the jacking device 6 on the two slide rails 3 may not meet the set requirements, causing the bridge segment 41 to deviate in the horizontal direction. That is, the longitudinal central axis of the bridge segment 41 deviates from the design axis of the bridge, and the side of the central axis of the bridge segment 41 that crosses the design axis of the bridge is the deviation side.

[0068] In this example, such as Figure 7 and Figure 8 As shown, two rail stops 51 are spaced apart at the bottom of each slide block 5. The slide rail 3 slides within the groove formed by the two rail stops 51. There is a certain gap L between the two rail stops 51 and both sides of the slide rail 3, generally ranging from 5 to 25 mm, to facilitate the sliding of the slide rail 3 within the rail stops 51 and reduce friction between the rail stops 51 and the slide rail 3. The slide block 5 and the bridge segment 41 connected to the slide block 5 are moved on the slide rail 3 by the pushing device 6 on the slide rail 3.

[0069] Therefore, the value of the first set distance can be determined according to the construction requirements. In this example, when the maximum offset between the centerline of bridge segment 41 in the longitudinal direction and the design axis of the bridge exceeds 5mm, horizontal correction needs to be started.

[0070] S34: Adjust the offset thrust of the offset side jacking device 6 gradually according to the change in the horizontal offset until the horizontal offset of the bridge segment 41 is zero.

[0071] In some optional embodiments, the deviation jacking force of the deviation jacking device 6 is gradually adjusted according to the change in deviation amount, including determining the deviation jacking force according to the formula: F=mgsinθ+μmgcosθ+QΔL, where F is the deviation jacking force, ΔL is the offset amount, m is the mass of the bridge segment 41, θ is the longitudinal slope angle of the bridge segment 41, Q is the uniform line load, and μ is the coefficient of dynamic friction.

[0072] In this example, such as Figure 10As shown, taking a bridge segment with a weight of 201.7t, a uniform line load Q of 0.5841, a friction coefficient μ of 0.2, a longitudinal slope angle θ of 1.43° during jacking, and a maximum leftward offset of 10mm as an example, the conventional jacking force required to push this segment is F1 = mgsinθ + μmgcosθ = 201170 × 9.8 × sin 1.43° + 0.2 × 20117 × 9.8 × cos 1.43° = 44.3t. When the steel truss segment has a deviation of 10mm, the required corrective jacking force is F0 = QΔL = 0.5841 × 10 = 5.841t. Therefore, the jacking force on the right side of this bridge segment is the conventional jacking force F1 = 44.3t, and the deviation jacking force on the left side is F2 = 44.3 + 5.841 = 50.14t. The jacking force is distributed on the two slide rails 3 according to the above-mentioned jacking force, and the size of F2 is adjusted according to the change of the offset in the left direction.

[0073] Figure 10 The offset direction and number of crawlers shown are for illustrative purposes only and do not represent the actual construction situation. To facilitate the demonstration of structural details, some crawlers and slides are omitted in the attached drawings; those skilled in the art can place them in appropriate positions as needed.

[0074] Since this application uses a self-locking hydraulic crawler, it adopts a self-balancing jacking operation process. The relative position of the jacking jack and the slide rail 3 is fixed by the self-locking device. The jacking jack extends to its maximum value to jack the bridge segment, and then retracts the jacking jack. This process is repeated multiple times to move the bridge segment on the slide rail. Therefore, the offset of the bridge segment can be detected in each round of sliding, and the offset jacking force can be continuously adjusted according to the offset. When the horizontal offset of the bridge segment is zero, the jacking force on both sides is the same, which is F1.

[0075] It should be noted that during the horizontal correction process, the advance distance per hour should not exceed 6m, and the correction amount per 1m of forward sliding should not exceed 5mm, in order to avoid excessive correction.

[0076] During the jacking process of each bridge segment 41, deviations in the horizontal and vertical directions are promptly detected and actively corrected while jacking. This ensures that the bridge alignment is controlled as soon as the steel truss girder segment reaches the set position, saving construction time, improving construction efficiency, and achieving higher alignment control accuracy.

[0077] In some optional embodiments, after sequentially longitudinally shifting each bridge segment 41 to the designed position, the method further includes:

[0078] S4: Remove the aforementioned slide rail 3, the slide seat 5 of each of the aforementioned bridge segments 41 and the jacking device 6, and simultaneously unload all the aforementioned bridge segments 41 onto the pier support 7 and weld them.

[0079] Preferably, the jacking device is used to lift all the bridge segments 41 as a whole and remove the slide rail 3, the slide seat 5 of each bridge segment 41 and the jacking device 6.

[0080] In this example, the slide 5 is connected to the bridge segment 41 by welding, and needs to be cut and separated during disassembly.

[0081] Because the sliding seat 5 was used for pre-arching, the shape of the formed steel truss beam 4 can be guaranteed when all the above-mentioned bridge segments 41 are simultaneously unloaded onto the pier supports.

[0082] This invention discloses a construction method for continuous steel truss girders on a two-way longitudinal slope bridge deck. The method involves dividing the steel truss girder into segments and equipping each segment with sliding blocks of varying heights to match the slope. A jacking device is then used to jack the segments on the sliding rails, pre-cambering the bridge segments to ensure alignment on the two-way slope and overcome the influence of the slope crest corner. During the jacking process, the girder is simultaneously jacked and corrected, ensuring that the bridge alignment is controlled once the steel truss girder segment reaches the set position. This saves construction time, improves efficiency, and increases alignment control accuracy. Dividing the bridge segments into two groups and jacking them simultaneously from both sides of the slope bottom further enhances construction efficiency. The use of sliding blocks under the bridge segments, in conjunction with the sliding rails, facilitates convenient operation, ensures good safety, and reduces the failure rate. The sliding blocks also distribute the horizontal load on the substructure. Multiple sliding blocks on each bridge segment disperse the jacking force, making this method suitable for the construction of double-deck bridges and other bridges with significant self-weight.

[0083] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.

[0084] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0085] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.

Claims

1. A construction method for a continuous steel truss girder bridge with a two-way longitudinal slope, characterized in that, Includes the following steps: Using the slide (5) set under the bridge segment (41), each of the bridge segments (41) is longitudinally moved to the design position in sequence, and the height of the slide (5) under each bridge segment (41) is matched with the slope of the bridge segment (41) when it is longitudinally moved to the design position. Before moving each bridge segment (41) longitudinally to the design position, multiple slides (5) of different heights are installed at the bottom of the bridge segments (41) which are divided into multiple predetermined lengths along the longitudinal direction of the bridge. Each slide (5) is equipped with a jacking device (6). The jacking device (6) is used to push the slide (5) and the corresponding bridge segment (41) to slide on the slide rail (3) to the predetermined position. Two sets of jacking assembly components with different heights are installed on each of the bridge segments (41) to cooperate with the two longitudinal bridge rails (3) laid at intervals on the sliding beam (2). Each set of jacking assembly components includes two transverse bridge rails (5). When the jacking device (6) pushes the slide block (5) and the corresponding bridge segment (41) to slide on the slide rail (3) to the set position, the horizontal offset of the axis of each bridge segment (41) from the bridge center line is detected. When the horizontal offset exceeds the first set distance, the jacking force of the jacking device (6) on the upward offset side of the transverse bridge is increased. The deviation thrust of the deviation side jacking device (6) is gradually adjusted according to the change in the horizontal deviation until the horizontal deviation of the bridge segment (41) is zero.

2. The construction method for continuous steel truss girders on a two-way longitudinal slope bridge deck as described in claim 1, characterized in that, The bridge segments (41) are divided into multiple segments of predetermined length along the longitudinal direction, including: The steel truss (4) is divided into two groups from the position at the top of the slope when it is formed, and each group includes multiple bridge segments (41) of a set length. The two sets of bridge segments (41) are placed at the bottom of the two slopes of the bidirectional slope and arranged in the order from the top of the slope to the bottom of the slope during the forming process.

3. The construction method for continuous steel truss girders on a two-way longitudinal slope bridge deck as described in claim 2, characterized in that, Using the jacking device (6), the slide block (5) and the corresponding bridge segment (41) are pushed to slide on the slide rail (3) to a set position. This includes jacking the two sets of bridge segments (41) sequentially and synchronously from the bottom of the two slopes of the bidirectional slope in the order stated, until the two sets of bridge segments (41) are joined together at the top of the slope.

4. The construction method for continuous steel truss girders on a two-way longitudinal slope bridge deck as described in claim 1, characterized in that, After moving each bridge segment (41) longitudinally to the design position, the slide rail (3), the slide seat (5) of each bridge segment (41) and the jacking device (6) are removed, and all the bridge segments (41) are simultaneously unloaded onto the pier support (7) and welded.

5. The construction method for continuous steel truss girders on a two-way longitudinal slope bridge deck as described in claim 4, characterized in that, All the bridge segments (41) are lifted as a whole using the jacking device and the slide rail (3), the slide seat (5) of each bridge segment (41) and the jacking device (6) are removed.

6. The construction method for continuous steel truss girders on a two-way longitudinal slope bridge deck as described in claim 1, characterized in that, The slide (5) is installed at the connection between the web truss and the lower chord of the bridge segment (41).

7. The construction method for continuous steel truss girders on a two-way longitudinal slope bridge deck as described in claim 1, characterized in that, Before all the bridge segments (41) are slid into place, the support (1) used to support all the bridge segments (41) is preloaded using the rapid load maintenance method.

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