Construction method of continuous steel truss beam erected over water

Abstract

The application provides a construction method of erecting a continuous steel truss girder on water, which comprises the following steps: S10, two groups of steel pipe piles are inserted and driven forward and backward near a temporary wharf, and a shore support structure is erected on the two groups of steel pipe piles; S20, two floating bodies are assembled on the temporary wharf, and a temporary support structure is assembled on each floating body, the temporary support structure being provided with an upper cushion beam capable of being adjusted up and down; S30, a first section of a steel truss girder is assembled on the two shore assembling platforms and the shore support structure; S40, an extension section is assembled at two ends of the first section, and the extension section and the first section form a steel truss girder; S50, the steel truss girder is moved to the top of a pier and installed; and S60, the steel truss girder is continuously assembled on both sides to form a bridge. The construction method of erecting a continuous steel truss girder on water provided by the application is simple in process and small in construction operation difficulty.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of bridge construction, and particularly relates to a construction method for erecting a continuous steel truss girder on water. BACKGROUND

[0002] Under the action of load, the support point negative bending moment of a continuous girder bridge has the effect of unloading the central bending moment, compared with a simply supported girder bridge, the internal force state is more uniform and reasonable, and because the bending moment of the central section is reduced, the bridge span can be increased. Meanwhile, the continuous girder bridge also has the characteristics of large rigidity, good integrity, large overload capacity, and few bridge expansion joints, and is therefore widely used in bridge construction. However, the bridge construction environment is complex and diverse, and therefore, when the steel truss girder bridge is constructed, the installation method should be selected according to the span size, river or sea area conditions, hoisting capacity and the like. Common construction methods include the following: self-hoisting machine whole-hole erection method, support erection method, cantilever assembly erection method, jacking erection method and floating erection method.

[0003] The self-hoisting machine whole-hole erection method is generally only suitable for erecting short-span steel girders, and has many limitations for large-span steel bridges. The support method construction needs to arrange a large number of temporary support structures, and the material rental and labor costs are high, and in most cases, the bridge lower construction conditions do not support the erection of temporary supports. The cantilever construction needs to consider the deflection problem in the assembly process. For a large-span bridge, as the steel truss girder lengthens during the cantilever construction process, the deflection of the cantilever end also increases, and it is not easy to adjust the posture of the steel truss girder. The jacking method needs to occupy a large construction site in the longitudinal bridge direction to arrange the jacking slide, which affects the construction progress of the projects on both sides of the bridge. If the construction is not reasonably arranged, it may affect the construction period. The floating method often needs to transport the steel truss girder to the bridge site through high-level transportation after the assembly is completed. This process has a large overturning risk, and after the transportation is completed, the high-level girder falling requires high construction technology. SUMMARY

[0004] The embodiment of the present application provides a construction method for erecting a continuous steel truss girder on water, and aims to solve the technical problems that the existing various construction methods do not support temporary erection, cannot adjust the posture of the steel truss girder, affect the construction progress and have a large overturning risk.

[0005] To achieve the above-mentioned purpose, the technical scheme adopted by the present application is as follows: a construction method for erecting a continuous steel truss girder on water is provided, comprising the following steps:

[0006] S10: two groups of steel pipe piles are inserted and driven near the temporary wharf, and a shore support structure is erected on the two groups of steel pipe piles, the shore support structure is sequentially provided with a plurality of shore support structures along the left-right direction;

[0007] S20: Assembling two floating bodies on the temporary wharf, and assembling temporary support structures on each of the floating bodies, the temporary support structures having upper cushion beams that can be adjusted up and down, the height of the temporary support structures being equal to the height of the shore support structures, the floating bodies and the temporary support structures constituting shore assembly platforms, two of the shore assembly platforms being arranged on opposite sides of the shore support structures respectively;

[0008] S30: Assembling a first section of a steel truss girder on the two shore assembly platforms and the shore support structures;

[0009] S40: Lowering the upper cushion beams on the two shore assembly platforms, separating the bottom part of the first section, moving the two shore assembly platforms away from each other, raising the upper cushion beams on the two shore assembly platforms to be equal in height to the shore support structures, and then assembling extension sections at both ends of the first section, the extension sections and the first section forming a steel truss girder;

[0010] S50: Raising the upper cushion beams on the two shore assembly platforms to lift the steel truss girder, and moving the steel truss girder to the top of a pier and installing it;

[0011] S60: Continuously assembling on both sides of the steel truss girder until a bridge is formed.

[0012] In a possible implementation, each group of the steel pipe piles includes at least two steel pipes arranged left and right, a plurality of longitudinal cushion beams are arranged on the same row of steel pipes, a transverse cushion beam is arranged on the top of the plurality of longitudinal cushion beams, a steel cushion plate is arranged on the top of the transverse cushion beam, and the plurality of longitudinal cushion beams, the transverse cushion beam, and the steel cushion plate constitute the shore support structure.

[0013] The longitudinal cushion beams are parallel to the left-right direction, and the transverse cushion beam is parallel to the front-rear direction.

[0014] In a possible implementation, each group of the steel pipe piles includes a plurality of steel pipes arranged in a rectangular array.

[0015] In a possible implementation, the floating body is provided with staggered lower cushion beams to form a bottom support, the top of the bottom support is provided with a temporary support pier, the top of the temporary support pier is provided with a jack, and the upper cushion beam is arranged on the top of the jack.

[0016] The lower cushion beam, the temporary support pier, the jack, and the upper cushion beam constitute the temporary support structure.

[0017] In a possible implementation, two groups of the temporary support structures are arranged on the floating body in the front-rear direction, and each group of the temporary support structures includes first and second jacks arranged front and back.

[0018] The second jack on the front temporary support structure and the first jack on the rear temporary support structure form a first jacking system;

[0019] The first jack on the front temporary support structure and the second jack on the rear temporary support structure form a second jacking system;

[0020] The floating body is provided with hydraulic pump stations connected with the first jacking system and the second jacking system respectively.

[0021] In a possible implementation, in the S50 step, the first jacking system and the second jacking system are alternately jacked to make the steel truss be jacked up and moved.

[0022] In a possible implementation, the S30 step includes:

[0023] S31: sequentially erecting lower chord En' to En along the left-right direction on the top of the plurality of shore support structures;

[0024] S32: sequentially installing cross beams, longitudinal beams, web members, upper chords and cross ties on the top of the En' to En;

[0025] S33: constructing on the left side of the En' to En, erecting lower chord E(n+x)' to E(n+1)' between the shore support structure and the temporary support structure;

[0026] S34: constructing on the right side of the En' to En, erecting lower chord E(n+x) to E(n+1) between the shore support structure and the temporary support structure, and completing the assembly of the first segment;

[0027] The S33 step and the S34 step are performed simultaneously.

[0028] In a possible implementation, the S50 step includes:

[0029] S51: the shore assembly platform drives the steel truss to move a preset distance;

[0030] S52: the floating body is rotated by 90° to be parallel to the longitudinal direction of the bridge to be erected;

[0031] S53: the shore assembly platform drives the steel truss to move to the top of the pier and is installed.

[0032] In a possible implementation, between the S40 step and the S50 step, further includes:

[0033] The upper cushion beam lifts the steel truss beam to a preset height, and the actual height of the steel truss beam is measured, and after repeating multiple times, the lifting of the steel truss beam is observed, and if there is no abnormality, the step S50 is continued.

[0034] In a possible implementation, the step S60 comprises:

[0035] S61: installing a pier (y-1) and a pier (y+1) on both sides of the pier y# respectively;

[0036] S62: moving two bank assembling platforms to between the y# and the (y-1)# and between the y# and the (y+1)# respectively;

[0037] S63: repeating the steps S30 and S40 between the y# and the (y-1)# until the bridge is formed.

[0038] Compared with the prior art, the embodiments of the present application have the following advantages:

[0039] (1) The present application solves the problem that it is difficult to set up a construction platform during the water assembling of a continuous steel truss beam, and through the support of the bank support structure and the bank assembling platform support, the steel truss beam can be pre-assembled, and then transported to the pier through the floating body, and the temporary support structure can be moved by the floating body to adapt to the length of the steel truss beam, which is convenient for application to steel truss beams of different spans;

[0040] (2) In the present application, the height of the steel truss beam during transportation is changed by the up and down movement of the upper cushion beam, the height of the steel truss beam is lowered during transportation, and low-position transportation is adopted to avoid high-position transportation of the steel truss beam and reduce the risk during movement;

[0041] (3) The present application adopts a floating body and a temporary support structure to assist the symmetrical cantilever assembling process of the steel truss beam, compared with the incremental launching method construction, it is not necessary to set up a launching slide, only the bank assembling platform needs to be arranged on the bank, the land occupation is smaller, the process is simple, and the construction operation difficulty is small;

[0042] (4) The present application solves the problem of the sagging of the steel truss beam during cantilever construction, after the first section of the steel truss beam is floated into position, the temporary support structure on the floating body can still be used as a support point to provide support for the subsequent cantilever assembling of the steel truss beam, after the first section is assembled, the floating body drives the temporary support structure to move to the next position, reducing the length of the cantilever end of the steel truss beam, thereby reducing the sagging of the steel truss beam caused by its own weight, and the structure is safer during construction;

[0043] (5) The upper cushion beam in the application can be lifted up and down and supported at the bottom of the steel truss beam. In the process of symmetrical cantilever assembly construction of the steel truss beam, the upper cushion beam can be used to control the posture of the steel truss beam. The posture of the steel truss beam can be adjusted by lifting or falling the upper cushion beam, which is convenient and fast. BRIEF DESCRIPTION OF DRAWINGS

[0044] Figure 1 The distribution diagram of the pier used in the embodiment of the application is shown in the figure.

[0045] Figure 2 The main view structural diagram of the shore support structure used in the embodiment of the application is shown in the figure.

[0046] Figure 3 The side view structural diagram of the shore support structure used in the embodiment of the application is shown in the figure.

[0047] Figure 4 The top view structural diagram of the shore support structure used in the embodiment of the application is shown in the figure.

[0048] Figure 5 The main view structural diagram of the shore assembly platform used in the embodiment of the application is shown in the figure.

[0049] Figure 6 The side view structural diagram of the shore assembly platform used in the embodiment of the application is shown in the figure.

[0050] Figure 7 The top view structural diagram of the shore assembly platform used in the embodiment of the application is shown in the figure.

[0051] Figure 8 The arrangement diagram of the shore support structure and the shore assembly platform used in the embodiment of the application is shown in the figure. Figure 1 (main view angle);

[0052] Figure 9 The arrangement diagram of the shore support structure and the shore assembly platform used in the embodiment of the application is shown in the figure. Figure 2 (top view angle);

[0053] Figure 10 The assembly diagram of the first section used in the embodiment of the application is shown in the figure (main view angle).

[0054] Figure 11 The side view structural diagram of the first section used in the embodiment of the application is shown in the figure.

[0055] Figure 12 The assembly diagram of the steel truss beam used in the embodiment of the application is shown in the figure.

[0056] Figure 13 The connection diagram of the steel truss beam and the pier used in the embodiment of the application is shown in the figure.

[0057] Figure 14 Assembling diagram of steel truss girder on pier for embodiment of the present application Figure 1 ;

[0058] Figure 15 Assembling diagram of steel truss girder on pier for embodiment of the present application Figure 2 ;

[0059] Figure 16 Alternating jacking step diagram of first jacking system and second jacking system for embodiment of the present application.

[0060] BRIEF DESCRIPTION OF REFERENCE NUMERALS

[0061] 10-steel pipe pile; 11-steel pipe;

[0062] 20-landside support structure; 21-longitudinal cushion beam; 22-transverse cushion beam; 23-steel cushion plate;

[0063] 30-landside assembling platform; 31-float; 32-temporary support structure; 33-upper cushion beam; 34-lower cushion beam; 35-temporary pier; 36-jack; 361-first jack; 362-second jack; 37-first jacking system; 38-second jacking system;

[0064] 40-steel truss girder; 41-lower chord; 42-web member; 43-cross beam; 44-longitudinal beam; 45-cross tie; 46-upper chord;

[0065] 50-cross strut;

[0066] 60-anchor machine. DETAILED DESCRIPTION

[0067] In order to make the technical problems to be solved by the present application, technical solutions and beneficial effects clearer, the present application will be further described in detail below in combination with the drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present application and do not limit the present application.

[0068] In the present application, Figure 9 The front-rear direction and the left-right direction have been marked respectively, wherein the longitudinal direction is the left-right direction, the transverse direction is the front-rear direction, the "row" is the left-right direction, and the "column" is the front-rear direction.

[0069] Please refer to Figures 1 to 16 , the construction method for erecting continuous steel truss girder on water provided by the present application will be described. The construction method for erecting continuous steel truss girder on water comprises the following steps:

[0070] S10: two groups of steel pipe piles 10 are inserted close to the temporary wharf in front and back, and a landside support structure 20 is erected on the two groups of steel pipe piles 10, and the landside support structure 20 is sequentially provided with a plurality of landside support structures 20 along the left-right direction.

[0071] S20: Assembling two floating bodies 31 on the temporary wharf, and assembling temporary support structures 32 on each floating body 31, the temporary support structures 32 have upper cushion beams 33 that can be adjusted up and down, the height of the temporary support structures 32 is equal to the height of the shore support structures 20, the floating bodies 31 and the temporary support structures 32 form shore assembly platforms 30, and two shore assembly platforms 30 are arranged on opposite sides of a plurality of shore support structures 20 respectively;

[0072] S30: Assembling the first section of the steel truss girder 40 on the two shore assembly platforms 30 and the shore support structures 20;

[0073] S40: The upper cushion beams 33 on the two shore assembly platforms 30 are lowered to be separated from the bottom of the first section, the two shore assembly platforms 30 are moved away from each other, the upper cushion beams 33 on the two shore assembly platforms 30 are raised to be equal in height to the shore support structures 20, and then the extension sections are assembled at both ends of the first section, and the extension sections and the first section form the steel truss girder 40;

[0074] S50: The upper cushion beams 33 on the two shore assembly platforms 30 are raised to jacking up the steel truss girder 40, and the steel truss girder 40 is moved to the top of the pier y# and installed;

[0075] S60: Continue to assemble on both sides of the steel truss girder 40 until the bridge is formed.

[0076] Compared with the prior art, the construction method for erecting a continuous steel truss girder over water provided by the embodiment has the following advantages:

[0077] (1) The application solves the problem that it is not easy to set up a construction platform when assembling a continuous steel truss girder 40 over water, and through the support of the shore support structures 20 and the shore assembly platforms 30, the steel truss girder 40 can be pre-assembled, and then transported to the pier by the floating body 31, and the temporary support structures 32 can be moved by the floating body 31, which is suitable for steel truss girders 40 of different spans;

[0078] (2) In the application, the height of the steel truss girder 40 during transportation is changed by the up and down movement of the upper cushion beams 33, the height of the steel truss girder 40 is lowered during transportation, and low-position transportation is adopted, which avoids high-position transportation of the steel truss girder 40 and reduces the risk during movement;

[0079] (3) The application adopts the floating body 31 and the temporary support structures 32 to assist the symmetrical cantilever assembly process of the steel truss girder 40, compared with the incremental launching method, it is not necessary to set up a launching slide, only the shore assembly platforms 30 need to be arranged on the shore, the land occupation is smaller, and the process is simple and the construction operation difficulty is small;

[0080] (4) The application solves the problem of the deflection of the steel truss girder 40 in the cantilever construction process. After the first section of the steel truss girder 40 is floated into position, the temporary support structure 32 on the floating body 31 can still be used as a support point to provide support for the subsequent cantilever assembly of the steel truss girder 40. After the first section is assembled, the floating body 31 moves the temporary support structure 32 to the next position, reducing the length of the cantilever end of the steel truss girder 40, thereby reducing the deflection of the steel truss girder 40 caused by its own weight, and the structure is safer during construction.

[0081] (5) The upper cushion beam 33 in the application can be lifted up and down and supported at the bottom of the steel truss girder 40. During the symmetrical cantilever assembly construction of the steel truss girder 40, the attitude of the steel truss girder 40 can be adjusted by lifting or lowering the upper cushion beam 33, which is convenient and fast.

[0082] In some embodiments, one specific implementation of the above-mentioned temporary support structure 32 can adopt the structure as shown in Figures 2 to 4 . Referring to Figures 2 to 4 , each group of steel pipe piles 10 includes at least two steel pipes 11 arranged left and right, and a longitudinal cushion beam 21 is arranged on the steel pipes 11 in the same row. The top of the plurality of longitudinal cushion beams 21 is provided with a transverse cushion beam 22, and the top of the transverse cushion beam 22 is provided with a steel cushion plate 23. The plurality of longitudinal cushion beams 21, transverse cushion beams 22 and steel cushion plates 23 form a shore support structure 20. The longitudinal cushion beam 21 is parallel to the left-right direction, and the transverse cushion beam 22 is parallel to the front-rear direction. In this embodiment, the longitudinal cushion beam 21 and the transverse cushion beam 22 are arranged to form a stable support for the installation of the steel cushion plate 23, thereby ensuring the support effect of the shore support structure 20 on the steel truss girder 40 and stabilizing the assembly process of the steel truss girder 40.

[0083] Specifically, a cross brace 50 is connected between the two adjacent steel pipes 11 in the same row to improve the integrity of the connection between the steel pipes 11 in the same row.

[0084] In some embodiments, one improved implementation of the above-mentioned steel pipe pile 10 can adopt the structure as shown in Figures 2 to 4 . Referring to Figures 2 to 4 , each group of steel pipe piles 10 includes a plurality of steel pipes 11 arranged in a rectangular array. Optionally, each group of steel pipes 11 includes four steel pipes 11 arranged in a 2x2 layout. A longitudinal cushion beam 21 is fixed on the two steel pipes 11 in the same row, so that there are two longitudinal cushion beams 21 on each group of steel pipe piles 10, and four longitudinal cushion beams 21 on two groups of steel pipe piles 10. A transverse cushion beam 22 is installed in sequence across the four longitudinal cushion beams 21, and then a steel cushion plate 23 is installed on the top of the transverse cushion beam 22. This structure stabilizes the installation effect of the transverse cushion beam 22 through the plurality of longitudinal cushion beams 21, thereby improving the safety during the support of the steel truss girder 40.

[0085] Specifically, the number of longitudinal cushion beams 21 can be determined according to the support force required during actual assembly.

[0086] In some embodiments, one specific implementation of the temporary support structure 32 described above can adopt the structure as shown in FIG. 3. Referring to FIG. 3, the floating body 31 is provided with staggered lower cushion beams 34 to form a bottom support, the top of the bottom support is provided with temporary piers 35, the top of the temporary piers 35 is provided with jacks 36, and the upper cushion beams 33 are arranged on the top of the jacks 36; the lower cushion beams 34, the temporary piers 35, the jacks 36, and the upper cushion beams 33 constitute the temporary support structure 32. Figures 5 to 7 Figures 5 to 7 The temporary piers 35 in the shore assembly platform 30 can be moved during subsequent construction and continue to serve as cantilever assembly supports, which is convenient to operate and can effectively reduce construction costs.

[0087] In some embodiments, one improved implementation of the temporary support structure 32 described above can adopt the structure as shown in FIG. 4. Referring to FIG. 4, the temporary support structure 32 is provided on the floating body 31 in the front-rear direction in two groups, each group of temporary support structures 32 includes first jacks 361 and second jacks 362 arranged in front and back; the second jacks 362 on the temporary support structure 32 in the front and the first jacks 361 on the temporary support structure 32 in the rear constitute a first jacking system 37; the first jacks 361 on the temporary support structure 32 in the front and the second jacks 362 on the temporary support structure 32 in the rear constitute a second jacking system 38; and the floating body 31 is provided with hydraulic pump stations connected with the first jacking system 37 and the second jacking system 38, respectively. Figures 5 to 7 Figures 5 to 7 The first jacks 361 and the second jacks 362 are fixed at the bottom of the steel truss 40, and the bottom is supported on the temporary piers 35, so that when there is a lifting difference between the first jacks 361 and the second jacks 362, a gap will be generated between one of the jacks 36 and the temporary piers 35. By setting the first jacking system 37 and the second jacking system 38, the respective lifting actions can be performed independently, and the height of the steel truss 40 can be adjusted by alternating lifting and adding temporary piers 35 at the bottom of the first jacks 361 and the second jacks 362.

[0088] The first jacks 361 and the second jacks 362 are fixed at the bottom of the steel truss 40, and the bottom is supported on the temporary piers 35, so that when there is a lifting difference between the first jacks 361 and the second jacks 362, a gap will be generated between one of the jacks 36 and the temporary piers 35. By setting the first jacking system 37 and the second jacking system 38, the respective lifting actions can be performed independently, and the height of the steel truss 40 can be adjusted by alternating lifting and adding temporary piers 35 at the bottom of the first jacks 361 and the second jacks 362.

[0089] In some embodiments, one improved implementation of the S50 step described above can adopt the structure as shown in FIG. 6. Referring to FIG. 6, the first jacks 361 and the second jacks 362 are arranged in front and back on the floating body 31, and the first jacks 361 and the second jacks 362 are connected with the hydraulic pump stations 39, respectively. Figure 16 Figure 16 ​​​In the S50 step, the first jacking system 37 and the second jacking system 38 are alternately jacked to make the steel truss 40 be jacked up and moved. When jacking up, the first jack 361 should be jacked up first, and after the first jack 361 reaches the maximum stroke, the first jack 361 is kept in the force state, and the temporary support 35 is increased under the second jack 362 (the adjacent temporary supports 35 are fixed by bolting). The small gap between the second jack 362 and the plurality of temporary supports 35 is eliminated by operating the jack 36. After the temporary support 35 is installed and the position, verticality and the like are checked to be correct, the lamination and jacking construction can be carried out, and the first jack 361 is returned at the same time. After the second jack 362 reaches the jacking stroke, the temporary support 35 is increased at the bottom of the first jack 361 by repeating the above steps. Through the alternating lifting, the stability of the steel truss 40 in the lifting process is ensured, and the temporary support 35 is conveniently increased to adjust the lifting height of the steel truss 40.

[0090] In some embodiments, one specific implementation of the above S30 step can adopt the structure as shown in Figure 10 and Figure 12 . Referring to Figure 10 and Figure 12 , the S30 step includes:

[0091] S31: sequentially erect the lower chord 41En' to En' on the top of the plurality of shore support structures 20 in the left-right direction;

[0092] S32: sequentially install the cross beam 43, the longitudinal beam 44, the web 42, the upper chord 46 and the cross link 45 on the top of En' to En';

[0093] S33: on the left side of En' to En', erect the lower chord 41E(n+x)' to E(n+1)' between the shore support structure 20 and the temporary support structure 32;

[0094] S34: on the right side of En' to En', erect the lower chord 41E(n+x) to E(n+1) between the shore support structure 20 and the temporary support structure 32, and complete the assembly of the first segment;

[0095] The S33 step and the S34 step are carried out at the same time.

[0096] For example, the lower chord 41 corresponding to the E1' to E1 node pair is first hoisted to the shore support structure 20, the cross beam 43 and the longitudinal beam 44 are installed, and then the corresponding web member 42, the upper chord 46 and the cross link 45 and other components of the upper part are assembled. In order to ensure the safety of assembly, the steel truss 40 should form a closed triangular stable system as much as possible during construction. First, the A1' and A1 nodes are assembled, and then the lower chord 41 is hoisted according to the above construction steps, and the E3' and E3 nodes are symmetrically assembled to the two sides. By increasing or decreasing the number of steel pads 23 on the shore support structure 20 (the upper pad is arranged to form a gap between the lower chord 41 and the shore support structure 20, thereby increasing the steel pads 23), the temporary support pier 35 is adjusted to the appropriate height by the temporary support pier 35 and the jack 36 at the top of the temporary support pier 35, and the overall level of the steel truss 40 is ensured.

[0097] The temporary support pier 35 on the floating body 31 and the steel truss 40 are all released, all jacks 36 are loosened, and the two groups of floating bodies 31 are moved to the E5' and E5 nodes in the left and right directions. The upper part of the temporary support pier 35 on the floating body 31 can be removed to reduce the height, so that the steel truss 40 can be assembled in place in the next step, and the jack 36 can be overlapped on the top of the temporary support pier 35 under the action of gravity.

[0098] The assembly process of the steel truss 40 of the embodiment is to assemble the first segment first, and then simultaneously assemble the extension segment on both sides of the first segment, thereby improving the construction efficiency.

[0099] In some embodiments, one specific implementation of the above step S50 can adopt the structure as shown in Figures 12 to 13 Referring to Figures 12 to 13 , the S50 step includes:

[0100] S51: The shore assembly platform 30 drives the steel truss 40 to move a predetermined distance;

[0101] S52: The floating body 31 is rotated by 90° to be parallel to the longitudinal direction of the bridge to be erected;

[0102] S53: The shore assembly platform 30 drives the steel truss 40 to move to the top of the pier and is installed.

[0103] The floating body 31 is moved by the anchor winch 60, and in the process of moving the steel truss 40 to the pier, the floating body 31 is rotated by 90° after moving a distance, that is, the floating body 31 drives the steel truss 40 to rotate by 90°, so that the longitudinal direction of the steel truss 40 is adjusted to be parallel to the longitudinal direction of the bridge, facilitating the installation of the steel truss 40.

[0104] In some embodiments, one improved implementation of the above construction method for erecting a continuous steel truss on water. Between the S40 step and the S50 step, it further includes:

[0105] The upper cushion beam 33 lifts the steel truss beam 40 to a preset height, and measures the actual change in height of the steel truss beam 40. After repeating multiple times, the lifting of the steel truss beam 40 is observed. If there is no abnormality, the step S50 is continued.

[0106] Before lifting, the first lifting system 37 and the second lifting system 38 need to be tested to determine the reliability of the first lifting system 37 and the second lifting system 38. After that, the formal lifting can be started. The lifting is 5 cm per level. After each level of lifting is completed, a person is arranged to measure the steel truss beam 40 and the plane position and record the data. It is observed whether there is any abnormal change to ensure uniform lifting. Through the test, the stability of the steel truss beam 40 in the actual lifting process can be ensured.

[0107] In some embodiments, one specific implementation of the above S60 step can adopt the structure as shown in Figures 13 to 15 Referring to Figures 13 to 15 , the S60 step includes:

[0108] S61: The pier (y-1) # and the pier (y+1) # are respectively installed on both sides of the pier y#;

[0109] S62: The two shore assembly platforms 30 are respectively moved between y# and (y-1) #, and between y# and (y+1) #;

[0110] S63: The above S30 step and S40 step are repeated between y# and (y-1) # until the bridge is formed.

[0111] It should be noted that the repeated S30 step and S40 step are only repeated in the steel truss beam 40 assembly process. At this time, the support at the bottom is the shore assembly platform 30 and the pier, and it is not assembled on the shore support structure 20.

[0112] After connecting the steel truss beam 40 with the 4# pier, the 3# and 5# pier top support seat lower swing is installed, and the symmetrical cantilever assembly of the steel truss beam 40 is continued. When assembling, the attitude of the steel truss beam 40 can be adjusted by adjusting the top jack 36 of the temporary support pier 35. After the elevation of the cantilever end of the steel truss beam 40 meets the installation conditions of the support, the support upper swing is installed, the steel truss beam 40 is connected with the pier top support, and the assembly of the next steel truss beam 40 is completed. In this way, the assembly of the bridge is completed. After the first steel truss beam 40 is installed on the pier y#, the assembly of other steel truss beams 40 is carried out on both sides, and the floating body 31 continuously supports the temporary support pier 35 at the bottom of the steel truss beam 40, which facilitates the assembly and prevents the deformation of the steel truss beam 40, thereby improving the construction efficiency.

[0113] In this application, as an example, the specific process is as follows:

[0114] I: In the vicinity of the temporary wharf, two groups of steel pipe piles 10 are inserted at intervals of 12 m, each group of steel pipe piles 10 including four steel pipes 11 arranged in the shape of a "mouth" character; on the top of the steel pipe piles 10, a shore support structure 20 is arranged from bottom to top in sequence, including a longitudinal cushion beam 21, a transverse cushion beam 22, and a plurality of layers of steel cushion plates 23 (see Figure 2 、 3 、4);

[0115] II: Two groups of floating bodies 31 are assembled by means of the temporary wharf using standard floating boxes, the assembled floating bodies 31 being 27 m long and 13.5 m wide, with a center distance of 60 m; thereafter, a standard steel column is assembled on the floating bodies 31 as a temporary support pier 35 using a floating crane, each group of temporary support piers 35 being 3 m long and 3 m wide, the bottom of the temporary support pier 35 being provided with two groups of transverse and longitudinal lower cushion beams 34, and the top of the temporary support pier 35 being provided with one jack 36 at each of the four corner points, a total of 16 jacks 36 being divided into two groups (first jacks 361 and second jacks 362), the top of the jack 36 being provided with two groups of transverse and longitudinal upper cushion beams 33, and the steel truss beam 40, the upper cushion beam 33, and the top surface of the jack 36 being fixedly connected;

[0116] In order to avoid eccentricity, the installation process should ensure that the centers of the upper cushion beam 33, the jack 36, the temporary support pier 35, and the lower cushion beam 34 are on the same vertical axis, and each contact surface needs to be polished flat and relatively horizontal, the top surface elevation of the leveled temporary support pier 35 being consistent with the elevation of the temporary support structure 32, and the temporary support structure 32 and the floating body 31 together forming a shore assembly platform 30 (see Figure 5 、 6 、7)。

[0117] III: After the jacks 36 are arranged, a hydraulic pump station is arranged on the floating body 31, and a distributor (one-to-eight) is used to connect the first jacking system 37 and the second jacking system 38, respectively, to form two sets of systems that can be independently and synchronously jacked, so as to alternately operate during the jacking process.

[0118] Four: Assemble the steel truss 40E3' to E3 segments on the temporary support pier 35. The steel truss 40 should be assembled symmetrically from bottom to top in the order of lower chord 41, web member 42, and upper chord 46. That is, first hoist the lower chord 41 corresponding to the E1' to E1 segments to the shore support structure 20, install the cross beam 43 and longitudinal beam 44, and then assemble the corresponding web member 42, upper chord 46, and cross link 45 and other components on the upper part. To ensure the safety of the assembly, the steel truss 40 should form a closed triangular stable system as much as possible during the construction process. First, assemble to the A1' and A1 nodes, and then continue to hoist the steel truss 40 members according to the above construction steps, and symmetrically assemble to the E3' and E3 nodes. By increasing or decreasing the number of steel pads 23, adjust the temporary support pier 35 on the floating body 31 to the appropriate height, ensure that all the jacks 36 are completely attached to the bottom of the steel truss 40, and ensure the overall level of the steel truss 40, and complete the first stage of the shore assembly work (see Figure 10 ) ;

[0119] Five: Release the constraints of the temporary support pier 35 on the floating body 31 and the steel truss 40, and loosen all the jacks 36. Move the two groups of floating bodies 31 to the E5' and E5 nodes respectively along the longitudinal direction. At the same time, the upper part of the temporary support pier 35 can be removed to reduce the height, so that the steel truss 40 can be assembled in place and then connected to the top of the temporary support pier 35 under the action of its own weight in the next step;

[0120] Six: Continue to symmetrically cantilever assemble the steel truss 40 to the E5' and E5 nodes according to step four. The shore assembly of the steel truss 40 is completed (see Figure 12 ) ;

[0121] Seven: Use the jacks 36 to lift the steel truss 40 to an appropriate height to ensure that the steel truss 40 is completely separated from the shore support member. Use the traction system to move the floating body 31 out of the temporary pier. After reaching a certain distance, rotate the floating body 31 by 90° to be parallel to the longitudinal direction of the bridge to be erected, and slowly transport it to one side of the pier;

[0122] Eight: Use the jacks 36 to alternately jack up the steel truss 40 to make it higher than the fixed support of the 4# pier. Before jacking, the system should be tested to determine its reliability. The official jacking can only begin after the system is determined to be reliable. Jack up 5 cm as one jacking level. After each jacking level is completed, assign someone to measure the steel truss 40 and the plane position and record the data. Observe if there is any abnormal change to ensure uniform jacking. When jacking, the first jack 361 should be jacked first. After the first jack 361 reaches the maximum stroke (see Figure 16 a), maintain the force state of the first jack 361, and place the temporary support pier 35 in the gap below the second jack 362 (adjacent temporary support pier 35 is bolted and fixed). The small gap between the second jack 362 and the temporary support pier 35 is eliminated by operating the jack 36 (seeFigure 16 b) The newly added temporary support 35 is installed and checked for placement, verticality, etc. before the fitting and jacking construction can be carried out, and at the same time the first jack 361 is retracted. After the second jack 362 reaches the jacking stroke (see Figure 16 c), the above-mentioned jack 36 replacement stroke operation is repeated (i.e. the second jack 362 holds the load, and the first jack 361 is installed with a temporary support 35 at the bottom). The total height of the multiple temporary supports 35 reaches the required height for replacement, until the steel truss 40 is jacked up to the target height and the over-jacking space is reached;

[0123] Nine: Keep the two groups of floating bodies 31 moving in synchronization, and transport the steel truss 40 laterally to the bridge pier position. During the transportation process, the floating bodies 31 can be driven by the anchor winch 60 to adjust the horizontal position of the steel truss 40. After the horizontal position meets the requirements, the height of the steel truss 40 can be adjusted by jacking or retraction to make the steel truss 40 and the bridge pier support at an installation coordination position, and then the steel truss 40 is connected with the fixed support at the 4# bridge pier to complete the first stage of steel truss 40 assembly (see Figure 13 );

[0124] Ten: Install the 3# and 5# bridge pier top support swing, and continue to assemble the steel truss 40 in a symmetrical cantilever manner. During assembly, the posture of the steel truss 40 can be adjusted by adjusting the top jacks 36 of the temporary supports 35 at the 1# position. After the elevation of the cantilever end of the steel truss 40 meets the installation conditions of the bridge pier support, the support is installed and swung up, and the steel truss 40 is connected with the bridge pier support, thus completing the second stage of steel truss 40 assembly (see Figure 14 );

[0125] Eleven: Release all the constraints of the temporary supports 35 on the floating bodies 31 at the 1# position and the steel truss 40, and loosen all the jacks 36. Move the two groups of floating bodies 31 along the longitudinal direction of the bridge to the 2' and 2# positions, respectively. At the same time, the upper part of the temporary support 35 can be removed or the temporary support member can be removed to reduce the elevation, so that after the steel truss 40 is assembled in place in the next step, it can be connected to the top of the temporary support 35 under the action of its own weight;

[0126] Twelve: Continue to assemble the steel truss 40 in a symmetrical cantilever manner to the E14' and E14 nodes, and connect to the top of the temporary support 35 at the 2# position. A small gap between the steel truss 40 and the temporary support 35 is filled by operating the jacks 36, thus completing the third stage of steel truss 40 assembly (see Figure 15 );

[0127] Thirteen: Install the lower swing of the pier top support of the 2# and 6# piers, and continue to assemble the steel truss girder 40 in a symmetrical cantilever manner. When assembling, the posture of the steel truss girder 40 can be adjusted by adjusting the top jack 36 of the temporary support pier 35 at the 2# position. After the elevation of the cantilever end of the steel truss girder 40 meets the installation condition of the support, the upper swing of the support is installed, the steel truss girder 40 is connected with the pier top support, and thus the fourth stage steel truss girder 40 assembly is completed.

[0128] Fourteen: Repeat steps ten to thirteen, and move the temporary support pier 35 structure on the floating body 31 hole by hole to the midspan position of the bridge span to be constructed, so that the circulating construction can be carried out until the steel truss girder 40 full-bridge assembly is completed, and the bridge is formed.

[0129] It should be noted that 1#, 2#, 3#, 4#, 5#, 6# and 7# are the positions of the piers; the 1# position, the 2# position and the 3# position are the positions of the floating body 31; E0, E1-E18, E1'-E18' are the lower chord 41; and A0, A1-A18, A1'-A18' are the upper chord 46.

[0130] The above only describes the preferred embodiments of the present application and is not used to limit the present application. Any modification, equivalent replacement and improvement made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A method of erecting a continuous steel truss girder over water, characterized by, The method comprises the following steps: S10: two groups of steel pipe piles are inserted in front and back near a temporary wharf, and a shore support structure is erected on the two groups of steel pipe piles, the shore support structure is sequentially provided with a plurality of in left-right direction; S20: two floating bodies are assembled on the temporary wharf, and a temporary support structure is assembled on each floating body, the temporary support structure has an upper cushion beam which is adjusted in up-down direction, the height of the temporary support structure is equal to the height of the shore support structure, the floating body and the temporary support structure form a shore assembly platform, and two shore assembly platforms are respectively arranged on opposite sides of the plurality of shore support structures; S30: a first section of a steel truss beam is assembled on the two shore assembly platforms and the shore support structure; S40: the upper cushion beam on the two shore assembly platforms is lowered to be separated from the bottom of the first section, the two shore assembly platforms are moved away from each other, the upper cushion beam on the two shore assembly platforms is raised to be equal in height to the shore support structure, and then an extension section is assembled at both ends of the first section, so that the extension section and the first section form the steel truss beam; S50: the upper cushion beam on the two shore assembly platforms is raised to jack up the steel truss beam, and drive the steel truss beam to move to the top of a pier and be installed; S60: the steel truss beam is continuously assembled on both sides until a bridge is formed.

2. The construction method of erecting a continuous steel truss girder over water according to claim 1, characterized by, Each group of steel pipe piles comprises at least two steel pipes which are arranged at intervals in left-right direction, a plurality of longitudinal cushion beams are arranged on the steel pipes in the same row, the top of the plurality of longitudinal cushion beams is provided with a transverse cushion beam, the top of the transverse cushion beam is provided with a steel cushion plate, and the plurality of longitudinal cushion beams, the transverse cushion beam and the steel cushion plate form the shore support structure; The longitudinal cushion beam is parallel to the left-right direction, and the transverse cushion beam is parallel to the front-back direction.

3. The method of claim 2, wherein the water-encroaching continuous steel truss girder construction method is characterized by, Each group of steel pipe piles comprises a plurality of steel pipes which are arranged in a rectangular array.

4. The method of claim 1, wherein the water-encroaching continuous steel truss girder construction method is characterized by, The floating body is provided with staggered lower cushion beams to form a bottom support, the top of the bottom support is provided with a temporary support pier, the top of the temporary support pier is provided with a jack, and the upper cushion beam is arranged on the top of the jack; The lower cushion beam, the temporary support pier, the jack and the upper cushion beam form the temporary support structure.

5. The method of claim 4, wherein the water-encroaching continuous steel truss girder construction method is characterized by, The temporary support structure is provided with two groups on the floating body in front-back direction, and each group of temporary support structure comprises a first jack and a second jack which are arranged in front-back direction; The second jack on the temporary support structure in front and the first jack on the temporary support structure in back form a first jacking system; The first jack on the temporary support structure in front and the second jack on the temporary support structure in back form a second jacking system; The floating body is provided with a hydraulic pump station which is connected with the first jacking system and the second jacking system respectively.

6. The method of claim 5, wherein the water-encroaching continuous steel truss girder construction method is characterized by, In the S50 step, the first jacking system and the second jacking system are alternately jacked to jack up and move the steel truss beam.

7. The method of erecting a continuous steel truss girder over water according to claim 1, wherein The S30 step comprises: S31: sequentially erecting lower chords En' to En on the top of the plurality of shore support structures in left-right direction; S32: installing cross beams, longitudinal beams, web members, upper chords and cross ties on top of the En' to En in sequence; S33: constructing on the left side of the En' to En, erecting lower chords E(n+x)' to E(n+1)' between the shore support structure and the temporary support structure; S34: constructing on the right side of the En' to En, erecting lower chords E(n+x) to E(n+1) between the shore support structure and the temporary support structure, completing the assembly of the first segment; The S33 step and the S34 step are performed simultaneously.

8. The method of erecting a continuous steel truss girder over water according to claim 1, wherein The S50 step comprises: S51: the shore assembly platform moves the steel truss beam by a preset distance; S52: the floating body is rotated by 90° to be parallel to the longitudinal direction of the bridge to be erected; S53: the shore assembly platform moves the steel truss beam to the top of the pier and installs it.

9. The method of erecting a continuous steel truss girder over water according to Claim 1, wherein The S40 step and the S50 step further comprise: The upper cushion beam lifts the steel truss beam by a preset height, and the actual change in height of the steel truss beam is measured, and after repeated multiple times, the lifting condition of the steel truss beam is observed, and if there is no abnormality, the S50 step is continued.

10. The method of erecting a continuous steel truss girder over water according to Claim 1, wherein The S60 step comprises: S61: installing piers (y-1)# and (y+1)# on both sides of the pier y# respectively; S62: moving two shore assembly platforms to between the y# and the (y-1)# and between the y# and the (y+1)# respectively; S63: repeating the S30 step and the S40 step between the y# and the (y-1)# until the bridge is formed.

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