Steel-concrete composite structure bridge structure and construction method

Abstract

The invention relates to the technical field of steel-concrete double-layer swivel bridges, in particular to a steel-concrete composite structure bridge structure and a construction method. The bridge comprises a pier part and a bridge body part, and the bridge body part comprises a concrete structure bridge body and a steel structure bridge body; the concrete structure bridge body comprises a plurality of concrete beams extending in the longitudinal direction and concrete slabs arranged between the adjacent concrete beams. The steel structure bridge body is formed on the upper layer of the concrete structure bridge body through a plurality of upper layer supporting structures extending in the longitudinal direction, and the upper layer supporting structures correspond to the concrete beams in a one-to-one mode. The upper-layer supporting structure comprises trusses and steel-concrete combined nodes, the lower portions of the trusses are arranged on the concrete beams through the steel-concrete combined nodes, and the adjacent trusses are connected through flat connecting rods embedded in concrete slabs. The self-weight is obviously reduced, the spanning capacity is greatly improved, and the engineering quantity of a lower structure and a foundation can be reduced through a bridge of the same scale.

Description

Technical Field

[0001] The present invention relates to the technical field of steel-concrete double-rotating bridges, and specifically, to a steel-concrete composite bridge structure and a construction method thereof. Background Art

[0002] Compared with traditional double-deck steel truss girders, in a steel-concrete double-rotating bridge, the lower concrete structure replaces the steel lower chord and the orthotropic steel bridge deck. First, it conforms to the stress state during the rotating construction process, gives full play to the advantage of good compressive performance of concrete, avoids increasing the plate thickness of the lower steel structure near the fulcrum, and saves steel. Second, the maintenance workload of the lower concrete beam is small, meeting the requirements of good structural durability and less later maintenance workload. The technical difficulties of the steel-concrete double-rotating bridge are reflected in: strong spatiality and complex stress; many system conversions, the structure is a T-structure during the rotation period and a continuous beam system after the bridge is completed; the stress of the steel-concrete joint is complex, the positioning accuracy requirements of the steel structure are strict, and the concrete pouring quality requirements are high.

[0003] Currently, there is little research on steel-concrete double-rotating bridges. Summary of the Invention

[0004] The present invention provides a steel-concrete composite bridge structure and a construction method thereof, which can overcome certain or some defects of the prior art.

[0005] According to a steel-concrete composite bridge structure of the present invention, it includes a pier part and a bridge body part. The bridge body part includes a concrete structure bridge body and a steel structure bridge body; the concrete structure bridge body includes a plurality of concrete beams extending longitudinally and concrete slabs arranged between adjacent concrete beams; The steel structure bridge body is formed on the upper layer of the concrete structure bridge body through a plurality of upper support structures extending longitudinally, and the plurality of upper support structures correspond to the plurality of concrete beams one by one; the upper support structure includes a truss and a steel-concrete composite joint. The lower part of the truss is arranged at the concrete beam through the steel-concrete composite joint, and adjacent trusses are connected by a flat link rod buried in the concrete slab.

[0006] Preferably, the upper support structure includes a truss and a steel-concrete composite joint, and the lower part of the truss is arranged at the concrete beam through the steel-concrete composite joint.

[0007] Preferably, the truss has an upper chord, a lower chord and web members located between the upper chord and the lower chord. The web members include a left web member, a middle web member and a right web member at the steel-concrete composite joint.

[0008] Preferably, the lower chord is buried in the concrete beam.

[0009] Preferably, the pier part includes a foundation body, a rotating body and a pier body. The foundation body is used for pouring and forming at the ground foundation, and the rotating body is used to realize the rotational cooperation between the foundation body and the pier body.

[0010] Preferably, the base body has bored piles and a pile cap provided at the top of the bored piles.

[0011] Preferably, the slewing body includes a spherical hinge pair, and the spherical hinge pair includes an upper spherical hinge, a sliding plate, a lower spherical hinge, a base and a pin shaft.

[0012] Preferably, the pier body adopts a reinforced concrete framed pier.

[0013] Preferably, the steel-concrete composite joint includes a joint main body, the joint main body includes steel members, and the steel members include steel plate members and shear stud members provided at the steel plate members; wherein, the steel plate members include, Two main steel plate members arranged at intervals, and a cavity structure is formed between the two main steel plate members; wherein, a connecting part for being embedded in a concrete beam is formed at the lower part of the cavity structure, a transition part for being embedded in a concrete boss formed by secondary casting is formed in the middle of the cavity structure, and an installation part for installing web members is formed at the upper part of the cavity structure; Reinforcing steel plate members provided at the cavity structure, and the reinforcing steel plate members are arranged perpendicular to the main steel plate members; wherein, the reinforcing steel plate members include a first reinforcing steel plate member parallel to the concrete pouring surface, a second reinforcing steel plate member perpendicular to the concrete pouring surface, and a third reinforcing steel plate member parallel to the extending direction of the web members.

[0014] A construction method of a steel-concrete composite structure bridge structure according to the present invention includes: Completing the construction of the pier part; Completing the construction of the upper support structure; Completing the construction of the steel structure bridge body; Completing the construction of the concrete structure bridge body.

[0015] The present invention has the following beneficial effects: For the steel-concrete composite structure bridge structure provided by the present invention, compared with an ordinary prestressed concrete box girder bridge, the upper steel structure and steel truss web members replace the concrete bridge deck and concrete web, the self-weight is significantly reduced, the spanning ability is greatly improved, and the engineering quantity of the lower structure and foundation can be reduced for bridges of the same scale; at the same time, problems such as cracks in the concrete web are also avoided. Compared with a traditional double-deck steel truss girder, the lower concrete structure replaces the steel lower chord and orthotropic steel bridge deck. First, it conforms to the stress state during the slewing construction process, gives full play to the advantage of good compressive performance of concrete, avoids increasing the plate thickness of the lower steel structure near the fulcrum, and saves steel; second, the maintenance workload of the lower concrete beam is small, meeting the requirements of the railway department for good structural durability and less later maintenance workload, and is very suitable for use when spanning an operating railway. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 Schematic cross-sectional view of the steel-concrete composite structure bridge structure in a specific embodiment of the present invention; Figure 2 Schematic longitudinal-sectional view of the steel-concrete composite structure bridge structure in a specific embodiment of the present invention; Figure 3 For Figure 2 Schematic A-A cross-sectional view in; Figure 4 Schematic view of the upper support structure in a specific embodiment of the present invention; Figure 5 Schematic view of a steel-concrete composite joint in a specific embodiment of the present invention; Figure 6 Schematic view of the main steel plate member of a steel-concrete composite joint in a specific embodiment of the present invention; Figure 7 For Figure 5 Schematic cross-sectional view along the axis of symmetry; Figure 8 For Figure 5 Schematic cross-sectional view along the first reinforcing steel plate; Figure 9 Schematic view of the initial Warren truss with vertical bars in a specific embodiment of the present invention; Figure 10 Schematic view of the pre-camber setting of the initial Warren truss with vertical bars in a specific embodiment of the present invention; Figure 11 Schematic view of rotating the main control triangle in a specific embodiment of the present invention; Figure 12 Schematic view of rotating another main control triangle in a specific embodiment of the present invention; Figure 13 Schematic view of the Warren truss with vertical bars after completing the rotation of the main control triangle in a specific embodiment of the present invention; Figure 14 Schematic view of the Warren truss with vertical bars after completing the adjustment of the upper chord joint and the large lower chord joint in a specific embodiment of the present invention; Figure 15 Schematic view of the Warren truss with vertical bars after completing the adjustment of the small lower chord joint in a specific embodiment of the present invention; Figure 16 Schematic view of the calculation of the relevant joint coordinates in a specific embodiment of the present invention. Specific embodiment

[0017] To further understand the content of the present invention, the present invention will be described in detail in conjunction with embodiments. It should be understood that the embodiments are only for explaining the present invention rather than limiting it.

[0018] Embodiment 1 As shown in Figures 1-4 , in a specific embodiment of the present invention, a steel-concrete composite structure bridge structure is provided, which includes a pier part and a bridge body part. The bridge body part includes a concrete structure bridge body 40 and a steel structure bridge body 60; the concrete structure bridge body 40 includes a plurality of concrete beams 42 extending longitudinally and a concrete slab 41 arranged between adjacent concrete beams 42. The steel structure bridge body 60 is formed on the upper layer of the concrete structure bridge body 40 through a plurality of upper support structures extending longitudinally, and the plurality of upper support structures correspond to the plurality of concrete beams 42 one by one; the upper support structure includes a truss 50 and a steel-concrete composite joint 70. The lower part of the truss 50 is arranged at the concrete beam 42 through the steel-concrete composite joint 70, and adjacent trusses 50 are connected by a horizontal tie rod 53 buried in the concrete slab 41.

[0019] Among them, the upper support structure includes a truss 50 and a steel-concrete composite joint 70, and the lower part of the truss 50 is arranged at the concrete beam 42 through the steel-concrete composite joint 70.

[0020] Among them, the truss 50 has an upper chord 51, a lower chord 52 and web members located between the upper chord 51 and the lower chord 52. The web members include a left web member 81, a middle web member 82 and a right web member 83 located at the steel-concrete composite joint 70.

[0021] Among them, the lower chord 52 is buried in the concrete beam 42.

[0022] Among them, the pier part includes a foundation body 10, a rotating body 10 and a pier body 30. The foundation body 10 is used for pouring and forming at the ground foundation, and the rotating body 10 is used to realize the rotational cooperation between the foundation body 10 and the pier body 30.

[0023] Among them, the foundation body 10 has bored piles and a bearing platform arranged at the top of the bored piles.

[0024] Among them, the rotating body 10 includes a spherical hinge pair, and the spherical hinge pair includes an upper spherical hinge, a sliding plate, a lower spherical hinge, a base and a pin shaft.

[0025] Among them, the pier body 30 adopts a reinforced concrete frame pier.

[0026] A steel-concrete composite bridge structure provided by the present invention, compared with a common prestressed concrete box girder bridge, the upper steel structure and steel truss web members replace the concrete bridge deck and concrete web members, the self-weight is significantly reduced, the spanning ability is greatly improved, and the engineering quantity of the lower structure and foundation can be reduced for bridges of the same scale; meanwhile, problems such as cracks in the concrete web members are also avoided. Compared with the traditional double-deck steel truss girder, the lower concrete structure replaces the steel lower chord and the orthotropic steel bridge deck. Firstly, it conforms to the stress state during the rotation construction process, gives full play to the advantage of good compressive performance of concrete, avoids increasing the plate thickness of the lower steel structure near the fulcrum, and saves steel; secondly, the maintenance workload of the lower concrete beam is small, meeting the requirements of the railway department for good structural durability and less later maintenance workload, and is very suitable for being adopted in the case of crossing an operating railway.

[0027] In a specific embodiment of the present invention, a construction method of a steel-concrete composite bridge structure is further provided, which includes: Complete the construction of the pier part; Complete the construction of the upper support structure; Complete the construction of the steel structure bridge body 60; Complete the construction of the concrete structure bridge body 40.

[0028] Through the above, the steel structure can be formed by one-time installation, the construction process is simple, the construction efficiency is relatively high, and the construction period is short.

[0029] As shown in Figures 5-8 , in a specific embodiment of the present invention, a specific structure of the steel-concrete composite joint 70 is further provided. Among them, the steel-concrete composite joint 70 includes a joint main body 100, the joint main body 100 includes steel members, and the steel members include steel plate members and shear stud members arranged at the steel plate members; among them, the steel plate members include, Two main steel plate members 110 arranged at intervals, a cavity structure is formed between the two main steel plate members 110; among them, a connecting part 121 for being buried in the concrete beam is formed at the lower part of the cavity structure, a transition part 122 for being buried in the concrete convex platform formed by secondary pouring is formed in the middle of the cavity structure, and an installation part 123 for installing the web member is formed at the upper part of the cavity structure; Reinforcing steel plate members arranged at the cavity structure, the reinforcing steel plate members are arranged perpendicular to the main steel plate members 110; among them, the reinforcing steel plate members include a first reinforcing steel plate member 131 parallel to the concrete pouring surface, a second reinforcing steel plate member 132 perpendicular to the concrete pouring surface, and a third reinforcing steel plate member 133 parallel to the extending direction of the web member.

[0030] Through the above, the connection between the upper steel structure bridge body and the lower concrete bridge body can be realized; among them, the installation part 123 can provide the installation position of the web member, and thus the fixed installation of a truss made of, for example, steel can be realized; the connection part 121 can be buried in the concrete beam, realizing the stable connection between the steel-concrete composite joint and the lower concrete bridge body; by setting the transition part 122, the node body 100 can be extended outwardly by forming a concrete boss through secondary pouring, effectively avoiding the generation of cracks between the node body 100 and the lower concrete bridge body over time, thereby effectively improving the crack resistance and durability between the steel-concrete composite joint and the lower concrete bridge body.

[0031] In this embodiment, the main steel plate member 110 is constructed symmetrically left and right, and the symmetry axis of the main steel plate member 110 is perpendicular to the concrete pouring surface; On the left and right sides of the main steel plate member 110 corresponding to the connection part 121, they both extend outward along the direction parallel to the concrete pouring surface, respectively forming a left connection plate 111 and a right connection plate 112, and the left connection plate 111 and the right connection plate 112 are symmetric about the symmetry axis; Below the main steel plate member 110 corresponding to the connection part 121, it extends outward perpendicular to the concrete pouring surface, forming a lower connection plate 113, and the lower connection plate 113 is symmetric on the symmetry axis; Above the main steel plate member 110 corresponding to the installation part 123, a left web member installation plate 114, a middle web member installation plate 115, and a right web member installation plate 116 are respectively provided along the extension direction of the corresponding web member. The left web member installation plate 114 and the right web member installation plate 116 are symmetric about the symmetry axis, and the middle web member installation plate 115 is symmetric on the symmetry axis.

[0032] Through the above, the left connection plate 111, the right connection plate 112, and the lower connection plate 113 can increase the matching dimensions between the node body 100 and the concrete beam of the lower concrete bridge body in the longitudinal and height directions, so the mechanical properties can be effectively improved; the left web member installation plate 114, the middle web member installation plate 115, and the right web member installation plate 116 can provide the installation positions of 3 web members at the same node, which is beneficial for matching with a conventional steel truss; in addition, the main steel plate member 110 is constructed symmetrically left and right, making the node body 100 also be symmetrically distributed as a whole, which is beneficial for uniform stress.

[0033] In this embodiment, the connecting edges between the left connection plate 111 and the left web member installation plate 114, between the left web member installation plate 114 and the middle web member installation plate 115, between the middle web member installation plate 115 and the right web member installation plate 116, and between the right web member installation plate 116 and the right connection plate 112 all form arc connecting edges. Therefore, the structure is reasonable and stress concentration is avoided.

[0034] In this embodiment, the first reinforcing steel plate member 131 includes a first reinforcing steel plate 131a. One end of the first reinforcing steel plate 131a extends to the left end of the left connecting plate 111, and the other end extends to the right end of the right connecting plate 112. The second reinforcing steel plate member 132 includes a lower reinforcing member located below the first reinforcing steel plate 131a member and an upper reinforcing member located above the first reinforcing steel plate 131a member. The lower reinforcing member includes a plurality of lower reinforcing plates 132a arranged at intervals. The upper ends of the lower reinforcing plates extend to the first reinforcing steel plate 131a, and the lower ends of the lower reinforcing plates extend to the lower ends of the lower connecting plate 113. The upper reinforcing member includes a plurality of upper reinforcing plates 132b arranged at intervals. The lower ends of the upper reinforcing plates extend to the first reinforcing steel plate 131a, and the upper ends of the upper reinforcing plates extend to the area of the main steel plate member 110 corresponding to the transition portion 122. The third reinforcing steel plate member 133 includes a plurality of third reinforcing steel plates. The third reinforcing steel plates include a left reinforcing steel plate 133a, a middle reinforcing steel plate 133b, and a right reinforcing steel plate 133c corresponding to the left chord mounting plate 114, the middle chord mounting plate 115, and the right chord mounting plate 116 respectively. The upper ends of the left reinforcing steel plate 133a, the middle reinforcing steel plate 133b, and the right reinforcing steel plate 133c extend to the upper ends of the left chord mounting plate 114, the middle chord mounting plate 115, and the right chord mounting plate 116 respectively. The lower ends of the left reinforcing steel plate 133a, the middle reinforcing steel plate 133b, and the right reinforcing steel plate 133c all extend to the area of the main steel plate member 110 corresponding to the transition portion 122.

[0035] In the above, the first reinforcing steel plate 131a, the lower reinforcing plate 132a, and the upper reinforcing plate 132b can effectively form a shear-resistant structure, effectively improving the shear resistance performance at the joint body 100.

[0036] In this embodiment, there are 2 left reinforcing steel plates 133a, which are respectively located on both sides of the left chord mounting plate 114. There is 1 middle reinforcing steel plate 133b, which is located in the middle of the middle chord mounting plate 115. There are 2 right reinforcing steel plates 133c, which are respectively located on both sides of the right chord mounting plate 116. The third reinforcing steel plate member 133 further includes a plurality of first rib plates 133d respectively arranged on the inner sides of the left chord mounting plate 114, on both sides of the middle reinforcing steel plate 133b, and on the inner sides of the right reinforcing steel plates 133c, and second rib plates 133e respectively located between the 2 left reinforcing steel plates 133a and between the 2 right reinforcing steel plates 133c and arranged at the main steel plate member 110.

[0037] In the above, the left reinforcing steel plate 133a, the middle reinforcing steel plate 133b, and the right reinforcing steel plate 133c can jointly form the outer contour structure of the installation part 123 with the main steel plate member 110 to strengthen the installation part 123; the first rib plate 133d and the second rib plate 133e can effectively improve the compressive capacity at the installation part 123.

[0038] In this embodiment, the upper ends of the upper reinforcing plate 132b, the lower ends of the left reinforcing steel plate 133a, the middle reinforcing steel plate 133b, and the right reinforcing steel plate 133c are all recessed inward to form grooves. Through this structure, a channel for concrete pouring can be effectively formed, which is conducive to subsequent construction and installation.

[0039] In this embodiment, through holes are formed in the first reinforcing steel plate 131a, the lower reinforcing plate 132a, and the upper reinforcing plate 132b. Through this structure, a channel for concrete pouring can be effectively formed, which is conducive to subsequent construction and installation.

[0040] In this embodiment, the shear stud member includes a plurality of shear studs 140, and the plurality of shear studs 140 are respectively arranged on both sides of the first reinforcing steel plate 131a and the main steel plate member 110. Thereby, the shear resistance performance can be further improved.

[0041] In this embodiment, an installation flange for cooperating with the web member is provided at the upper end of the installation part 123. Thereby, the installation of the web member can be simplified.

[0042] When the steel-concrete composite joint of the steel-concrete composite structure bridge in this embodiment is under construction and installation, it can be carried out based on the following steps, for example: After the connection part 121 of the joint main body 100 is jointly tied with the steel bar framework in the concrete beam, the concrete beam is poured and formed; The transition part 122 of the joint main body 100 is secondarily poured to form a concrete boss.

[0043] The truss 50 in the present invention can adopt a Warren truss with vertical bars. In a specific embodiment of the present invention, a factory-made pre-camber construction method for a Warren truss with vertical bars is also provided.

[0044] For long-span continuous steel truss girders, the setting of camber is particularly important. The factory-made camber directly determines the installation alignment and the alignment of the completed bridge. Construction camber must be set during the installation and system transformation of long-span steel truss girders to resist the deformation caused by the first-stage dead load and meet the requirements of alignment and internal force during system transformation. Currently, geometric camber methods such as the triangular camber method rotate the main control triangle to make the large nodes of the Warren truss located at the theoretical camber. However, for the Warren truss with vertical bars, after cambering, the positions of the small nodes are usually not on the line connecting two adjacent large nodes. By using the geometric camber method for cambering, only the large nodes can be made to be at the theoretical camber position, and the small nodes cannot reach the theoretical camber position.

[0045] Based on the current triangular camber method, this invention conducts research on the factory-made camber setting method for the Warren truss with vertical bars. It can give parameters such as the truss node coordinates, the elongation of the members, and the manufacturing length by improving the triangular camber method.

[0046] Taking Figure 9 the Warren truss with vertical bars described above as an example, in a specific embodiment of this invention, a factory-made camber construction method for the Warren truss with vertical bars is given. The Warren truss with vertical bars includes a plurality of continuously arranged main control triangles. The main control triangle includes a lower chord located at the bottom edge, a left diagonal web member and a right diagonal web member located at the waist edges, and a small node vertical web member located at a high position of the bottom edge. That is, △A1B2A3, △A3B4A5, △A5B6A7, △A7B8A9, △A9B10A11, and △A11B12A13 are the main control triangles. Among them, the left and right vertices of the main control triangle are both large nodes, and the intersection of the lower chord of the main control triangle and the small node vertical web member is the small node. There is an upper chord between the upper vertices of adjacent main control triangles, and a large node vertical web member is provided perpendicular to the upper chord at the large node. That is, A1, A3, A5, A7, A9, A11, and A13 are large nodes, and A2, A4, A6, A8, A10, and A12 are small nodes. The method includes the following steps: Construct an initial Warren truss with vertical bars (i.e., Figure 9 as shown); Select a selected camber origin from the large nodes, and sequentially rotate the main control triangles on the same side of the camber origin from the camber origin to obtain the coordinates of the adjusted large nodes and the coordinates of the upper vertices. When the main control triangle rotates, the large node on the side closer to the camber origin is used as the rotation center, and the offset value of the large node on the side farther from the camber origin in the height direction reaches the corresponding camber. As shown in Figure 10 , the camber origin 0 corresponds to the large node A7, and the camber of each node at the lower chord is a - f in the direction away from the camber origin in turn. As shown in Figure 11, first, rotate △A1B2A3. At this time, draw a circle O1 with the large node A7 as the rotation center, draw an auxiliary line ray L1 to the right with A7 as the origin, translate L1 upward by b (the theoretical camber of node A9) to obtain L2, and then draw a circle O1 with A7 as the center and the length of A7A9 as the radius. The intersection of circle O1 and L2 is A9'. Rotate the main control triangle A7B8A9 to A7B8'A9'; seen in Figure 12 and 13 , based on the above method, the rotation of △A7B8A9, △A9B10A11 and △A11B12A13 can be realized in sequence, and the rotated main control triangles △A7B8'A9', △A9'B10'A11' and △A11'B12'A13' can be obtained; Based on the coordinates of the adjusted large nodes and the coordinates of the adjusted upper vertices, obtain the upper end coordinates of the straight web members of the adjusted large nodes; Based on the coordinates of the adjusted large nodes and the camber corresponding to the small nodes, obtain the coordinates of the adjusted small nodes; Based on the coordinates of the adjusted large nodes, the coordinates of the upper vertices, the upper end coordinates of the straight web members of the large nodes and the coordinates of the small nodes, obtain the adjustment values and the adjusted lengths of the lower chord members, the left diagonal web members, the right diagonal web members, the upper chord members, the straight web members of the small nodes and the straight web members of the large nodes.

[0047] Based on the geometric camber method, the present invention can obtain the lengths of the members between the nodes through the node coordinate data of each adjusted node, so that the small nodes can also reach the positions of the theoretical cambers, realizing the setting of the theoretical cambers of the small nodes.

[0048] Among them, the obtaining of the upper end coordinates of the straight web members of the adjusted large nodes based on the coordinates of the adjusted large nodes and the coordinates of the adjusted upper vertices includes: For the middle large nodes, take the intersection of the angle bisector formed by the adjacent right diagonal web member and the left diagonal web member at the corresponding large node and the connection line of the adjacent upper vertex at the corresponding large node as the upper end coordinates of the straight web member of the adjusted large node; among them, the middle large node is the large node except the starting large node and the ending large node.

[0049] Among them, the obtaining of the upper end coordinates of the straight web members of the adjusted large nodes based on the coordinates of the adjusted large nodes and the coordinates of the adjusted upper vertices includes: For the starting large node, add an offset equal to the length of the straight web member of the large node in the initial Warren truss with vertical members to the ordinate of the starting large node to obtain the upper end coordinates of the straight web member of the adjusted large node; among them, the starting large node is the large node where the camber origin is located.

[0050] Among them, obtaining the upper-end coordinates of the straight web members of the adjusted large nodes based on the coordinates of the adjusted large nodes and the coordinates of the adjusted upper vertices includes: For the end large node, offset the coordinates of the end large node upward by an offset equal to the length of the small-node straight web member of the main control triangle where the end large node is located along the extension direction of the small-node straight web member of the main control triangle where the end large node is located, and take the upper-end coordinates of the straight web member of the adjusted large node; among them, the end large node is the large node farthest from the origin side of the camber.

[0051] As shown in Figure 14 , construct the angle bisectors of ∠B8’A9’B10’ and B10’A11’B12’, connect B8’B10’ and B10’B12’ and intersect the angle bisectors at points B9’ and B11’ respectively. Vertically upward from A7, construct a line segment A7B7 with a length of H, and construct a line segment B12’B13’ ∥ A12’A13’ and connect A13’B13’; then the large nodes (A9’, A11’, A13’) can reach the theoretical camber by adjusting the lengths of the upper chord and the straight web members at the large nodes.

[0052] Among them, obtaining the coordinates of the adjusted small nodes based on the coordinates of the adjusted large nodes and the camber corresponding to the small nodes includes: Based on the coordinates of the adjusted large nodes, obtain the initial coordinates of the adjusted small nodes; Replace the ordinate in the initial coordinates of the small nodes with the camber corresponding to the small nodes to obtain the coordinates of the adjusted small nodes.

[0053] As shown in Figure 15 , extend the lower ends of each straight web member until the lower ends of the straight web members reach the corresponding camber, and then adjust the intersection positions of each lower chord and the lower ends of the straight web members, and the adjustment of the camber at the small nodes can be realized.

[0054] Among them, obtaining the adjustment values and adjusted lengths of the lower chord, left diagonal web member, right diagonal web member, upper chord, small-node straight web member and large-node straight web member based on the coordinates of the adjusted large nodes, the coordinates of the upper vertices, the upper-end coordinates of the large-node straight web members and the coordinates of the small nodes includes: Based on the coordinates of adjacent adjusted large nodes and the coordinates of small nodes, obtain the adjusted length of the corresponding lower chord; Based on the coordinates of adjacent adjusted large nodes and the coordinates of upper vertices, obtain the adjusted lengths of the corresponding left diagonal web member and right diagonal web member; Based on the upper-end coordinates of adjacent adjusted large-node straight web members and the coordinates of upper vertices, obtain the adjusted length of the corresponding upper chord; Based on the coordinates of adjacent adjusted upper vertices and the coordinates of small nodes, obtain the adjusted length of the corresponding small-node straight web member; Based on the coordinates of adjacent adjusted large nodes and the upper-end coordinates of the straight web members of the large nodes, obtain the adjusted length of the corresponding straight web members of the large nodes.

[0055] as shown in Figure 16 , for any main control triangle , after adjustment, it is ; where is the corner point located at the lower left, and are the upper vertices before and after adjustment, and are the lower right corner points before and after adjustment; Let the length of the bottom chord be L, the length of the straight web member be H, and the length of the diagonal web member be K. ; The camber at is , and the rotation angle of the main control triangle is , is the camber at; the angle between the left diagonal web member and the bottom chord of the main control triangle at is ; Establish a plane rectangular coordinate system. The coordinates of the relevant points of the main control triangle are respectively , , , , and , where 2 < i < n, and both i and n are positive integers; After adjustment, it is The coordinates of the relevant points are respectively , ,

[0056] It can be known that the coordinates of the relevant large nodes after adjustment are ; ; ; ; ; .

[0057] Among them, the coordinates of the upper-end node of the middle large node after adjustment are ; ; where 1 < i < n - 1.

[0058] Among them, the upper node of the adjusted starting large node and the upper node of the ending large node The coordinates are ; ; ; ; Among them, is the coordinate of the large node where the origin of the camber is located, is the coordinate of the first upper chord node on the left side of the upper node of the ending large node The rotation angle of the main control triangle corresponding to the ending large node.

[0059] Among them, the finally obtained small node is ; ; Among them, is the camber adjustment value at the small node; ; and are the cambers at the corresponding nodes respectively.

[0060] Among them, based on the coordinates of the adjusted large nodes, the coordinates of the upper vertices, the upper coordinates of the straight web members of the large nodes, and the coordinates of the small nodes, obtaining the adjustment values and the adjusted lengths of the lower chords, the left diagonal web members, the right diagonal web members, the upper chords, the straight web members of the small nodes, and the straight web members of the large nodes includes: Based on the adjusted lengths of the lower chords, the left diagonal web members, the right diagonal web members, the upper chords, the straight web members of the small nodes, and the straight web members of the large nodes and their lengths in the initial Warren truss with vertical members, obtaining the adjustment values of the corresponding lower chords, the left diagonal web members, the right diagonal web members, the upper chords, the straight web members of the small nodes, and the straight web members of the large nodes.

[0061] It can be known that based on the two - point distance formula, the adjusted lengths of the relevant members can be obtained, and then the adjustment values can be obtained.

[0062] The method proposed by the present invention can be preferably applied to Warren trusses, Warren trusses with vertically - spaced members, and Warren trusses with vertical members, and has strong versatility; compared with conventional calculation methods such as geometric computer - aided numerical methods, this method is applicable to self - written excel algorithms or other programs, and the calculation is simple and the accuracy is high.

[0063] In addition, in another specific embodiment of the present invention, a factory-made pre-camber construction device for a Warren truss with vertical rods is also provided, which includes: A collection unit for collecting the dimensional parameters, camber origin information, and pre-camber information of the initial Warren truss with vertical rods; A calculation unit for obtaining the adjustment values and adjusted lengths of the lower chord, left inclined web member, right inclined web member, upper chord, small node vertical web member, and large node vertical web member by using the above method based on the dimensional parameters, camber origin information, and pre-camber information of the initial Warren truss with vertical rods; and An output unit for outputting the adjustment values and adjusted lengths of the lower chord, left inclined web member, right inclined web member, upper chord, small node vertical web member, and large node vertical web member.

[0064] Among them, the calculation unit includes a coordinate calculation unit and a length calculation unit. The coordinate calculation unit can be used to perform the above coordinate operations, and the length calculation unit can be used to perform the two-point distance operation.

[0065] In addition, in another specific embodiment of the present invention, a computer program product is also provided, which includes a computer program that implements the above method when executed by a processor.

[0066] It is easy to understand that those skilled in the art can combine, split, reorganize, etc. the embodiments of the present application based on one or several embodiments provided by the present application to obtain other embodiments, and these embodiments do not exceed the protection scope of the present application.

[0067] The above schematically describes the present invention and its embodiments. This description is not restrictive, and what is shown in the embodiments is only part of the embodiments of the present invention. The actual structure is not limited thereto. Therefore, if those of ordinary skill in the art are inspired by it and design similar structural modes and embodiments without creative efforts without departing from the purpose of the present invention, they should all fall within the protection scope of the present invention.

Claims

1. Steel-concrete composite bridge structure, characterized in that: It includes a pier section and a bridge body section. The bridge body section includes a concrete structure bridge body (40) and a steel structure bridge body (60); the concrete structure bridge body (40) includes a plurality of concrete beams (42) extending longitudinally and a concrete slab (41) provided between adjacent concrete beams (42); The steel structure bridge body (60) is formed on the upper layer of the concrete structure bridge body (40) through a plurality of upper support structures extending longitudinally, and the plurality of upper support structures correspond to the plurality of concrete beams (42) one by one; the upper support structure includes a truss (50) and a steel-concrete composite joint (70). The lower part of the truss (50) is provided at the concrete beam (42) through the steel-concrete composite joint (70), and adjacent trusses (50) are connected by a horizontal bracing rod (53) buried in the concrete slab (41).

2. The steel-concrete composite structure bridge structure according to claim 1, characterized in that: The upper support structure includes a truss (50) and a steel-concrete composite joint (70), and the lower part of the truss (50) is provided at the concrete beam (42) through the steel-concrete composite joint (70).

3. The steel-concrete composite structure bridge structure according to claim 2, characterized in that: The truss (50) has an upper chord (51), a lower chord (52) and web members located between the upper chord (51) and the lower chord (52). The web members include a left web member (81), a middle web member (82) and a right web member (83) located at the steel-concrete composite joint (70).

4. The steel-concrete composite structure bridge structure according to claim 3, characterized in that: The lower chord (52) is buried in the concrete beam (42).

5. The steel-concrete composite bridge structure according to claim 1, wherein: The pier section includes a foundation body (10), a rotating body (10) and a pier body (30). The foundation body (10) is used for pouring and forming at the ground foundation, and the rotating body (10) is used to realize the rotational cooperation between the foundation body (10) and the pier body (30).

6. The steel-concrete composite structure bridge structure according to claim 5, characterized in that: The foundation body (10) has bored piles and a bearing platform provided at the top of the bored piles.

7. The steel-concrete composite structure bridge structure according to claim 5, characterized in that: The rotating body (10) includes a spherical hinge pair, and the spherical hinge pair includes an upper spherical hinge, a sliding plate, a lower spherical hinge, a base and a pin shaft.

8. The steel-concrete composite structure bridge structure according to claim 5, characterized in that: The pier body (30) adopts a reinforced concrete frame pier.

9. The steel-concrete composite bridge structure according to claim 5, characterized in that: The steel-concrete composite joint (70) includes a joint main body (100), and the joint main body (100) includes steel members. The steel members include steel plate members and shear stud members provided at the steel plate members; among them, the steel plate members include, 2 main steel plate members (110) arranged at intervals, and a cavity structure is formed between the 2 main steel plate members (110); among them, a connecting part (121) for being buried in the concrete beam is formed at the lower part of the cavity structure, a transition part (122) for being buried in the concrete boss formed by secondary pouring is formed in the middle of the cavity structure, and an installation part (123) for installing web members is formed at the upper part of the cavity structure; Reinforcing steel plate members provided at the cavity structure, and the reinforcing steel plate members are arranged perpendicular to the main steel plate members (110); among them, the reinforcing steel plate members include a first reinforcing steel plate member (131) parallel to the concrete pouring surface, a second reinforcing steel plate member (132) perpendicular to the concrete pouring surface and a third reinforcing steel plate member (133) parallel to the extending direction of the web members.

10. Construction method of steel-concrete composite structure bridge, characterized in that, It includes: Complete the construction of the pier section; Complete the construction of the upper support structure; Complete the construction of the steel structure bridge body (60); Complete the construction of the concrete structure bridge body (40).

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