Upper-layer supporting structure of steel-concrete composite structure bridge and steel-concrete composite structure bridge

Abstract

The invention relates to the technical field of steel-concrete double-layer swivel bridges, in particular to an upper-layer supporting structure of a steel-concrete composite structure bridge and the steel-concrete composite structure bridge. The structure comprises a truss and a steel-concrete combined node, the truss is provided with an upper chord, a lower chord and web members located between the upper chord and the lower chord, and the web members comprise a left diagonal web member, a straight web member and a right diagonal web member which are located at the steel-concrete combined node; the steel-concrete combined joint comprises a joint body, the joint body comprises a steel member, and the steel member comprises a steel plate member and a shear nail member arranged at the steel plate member. The crack resistance and durability between the steel-concrete composite joint and the lower-layer concrete bridge body can be effectively improved.

Description

Technical Field

[0001] The present invention relates to the technical field of steel-concrete double-deck rotating bridges, and in particular to an upper support structure of a steel-concrete composite structure bridge and a steel-concrete composite structure bridge. Background Art

[0002] Compared to traditional double-deck steel truss bridges, steel-concrete double-deck rotating bridges use a lower concrete structure instead of a steel bottom chord and orthotropic steel deck. This design firstly aligns with the stress conditions encountered during rotation construction, fully leveraging the superior compressive strength of concrete and avoiding the need for thicker lower steel structures near the fulcrums, saving steel. Secondly, the lower concrete beams require minimal maintenance, meeting the requirements for structural durability and minimal subsequent maintenance and repair. The technical challenges of steel-concrete double-deck rotating bridges lie in their strong spatial constraints and complex stresses; the numerous system transitions, from a T-shaped structure during rotation to a continuous beam system upon completion; the complex stresses at the steel-concrete joints, the stringent steel structure positioning accuracy requirements, and the high concrete pouring quality requirements.

[0003] The upper support structure is the connecting component between the upper steel structure bridge body and the lower concrete bridge body of a steel-concrete double-deck rotating bridge. Its structural design is particularly important, but there is little research on this in the existing technology. Summary of the Invention

[0004] The present invention provides an upper support structure of a steel-concrete composite structure bridge and a steel-concrete composite structure bridge, which can overcome certain defects of the prior art.

[0005] The upper support structure of the steel-concrete composite bridge according to the present invention includes a truss and a steel-concrete composite node. The truss has an upper chord, a lower chord, and a web located between the upper chord and the lower chord. The web includes a left diagonal web, a straight web, and a right diagonal web located at the steel-concrete composite node. The steel-concrete composite node includes a node body, the node body includes a steel member, the steel member includes a steel plate member and a shear nail member provided at the steel plate member. The steel plate member includes: Two main steel plate members are spaced apart, with a cavity structure formed between the two main steel plate members; wherein the lower portion of the cavity structure forms a connecting portion for embedding in a concrete beam, the middle portion of the cavity structure forms a transition portion for embedding in a concrete boss formed by secondary pouring, and the upper portion of the cavity structure forms a mounting portion for mounting a web member; A reinforcing steel plate component is provided at the cavity structure, and the reinforcing steel plate component is arranged perpendicular to the main steel plate component; wherein the reinforcing steel plate component includes a first reinforcing steel plate component parallel to the concrete casting surface, a second reinforcing steel plate component perpendicular to the concrete casting surface, and a third reinforcing steel plate component parallel to the extension direction of the web.

[0006] Preferably, the truss is a Warren truss with vertical rods.

[0007] Preferably, the trusses have factory pre-camber.

[0008] Preferably, the truss includes a plurality of main control triangles arranged continuously, the main control triangle including a lower chord located at the base, a left diagonal web and a right diagonal web located at the waist, and a small node straight web located at the top of the base; the left vertex and the right vertex 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 straight web is the small node; there is an upper chord between the upper vertices of adjacent main control triangles, and a large node straight web is provided at the large node perpendicular to the upper chord.

[0009] Preferably, the factory pre-camber of the truss is constructed based on the following steps: Construct the initial Warren truss with vertical bars; The arch origin is selected from the large node, and the main control triangle located on the same side of the arch origin is rotated in sequence from the arch origin to obtain the coordinates of the adjusted large node and the coordinates of the upper vertex; when the main control triangle is rotated, the large node near the arch origin is used as the rotation center, and the offset value of the large node far from the arch origin in the height direction is maintained to achieve the corresponding pre-arch degree; Based on the coordinates of the adjusted large node and the coordinates of the adjusted upper vertex, the upper end coordinates of the adjusted large node straight web are obtained; Based on the coordinates of the adjusted large node and the pre-camber corresponding to the small node, the coordinates of the adjusted small node are obtained; Based on the coordinates of the adjusted major node, the coordinates of the upper vertex, the upper end coordinates of the major node straight web and the coordinates of the minor node, the adjustment values and adjusted lengths of the bottom chord, left diagonal web, right diagonal web, top chord, minor node straight web and major node straight web are obtained.

[0010] Preferably, the main steel plate member is constructed in a bilaterally symmetrical manner, and the axis of symmetry of the main steel plate member is perpendicular to the concrete casting surface.

[0011] Preferably, the left and right sides of the corresponding connection parts of the main steel plate component extend outward in a direction parallel to the concrete pouring surface to form a left connecting plate and a right connecting plate respectively, and the left connecting plate and the right connecting plate are symmetrical about the axis of symmetry.

[0012] Preferably, the main steel plate member extends outward perpendicularly to the concrete pouring surface below the corresponding connection portion to form a lower connection plate, and the lower connection plate is symmetrical about the symmetry axis.

[0013] Preferably, a left web mounting plate, a middle web mounting plate and a right web mounting plate are respectively provided above the corresponding mounting portion of the main steel plate member along the extension direction of the corresponding web. The left web mounting plate and the right web mounting plate are symmetrical about the axis of symmetry, and the middle web mounting plate is symmetrical on the axis of symmetry.

[0014] The steel-concrete composite structure bridge according to the present invention includes any of the above-mentioned upper support structures.

[0015] The present invention has the following beneficial effects: It can realize the connection between the upper steel structure bridge body and the lower concrete bridge body; wherein, the installation part can provide the installation position of the web member, thereby realizing the fixed installation of the truss made of steel material, for example; the connecting part can be buried in the concrete beam, realizing the stable connection between the steel-concrete composite node and the lower concrete bridge body; by setting the transition part, it is possible to form a concrete boss through secondary pouring, thereby realizing the outward convex extension of the node body, which can effectively avoid the generation of cracks between the node body and the lower concrete bridge body over time, thereby effectively improving the crack resistance and durability between the steel-concrete composite node and the lower concrete bridge body. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 A schematic diagram of an upper support structure in a specific embodiment of the present invention; Figure 2 A schematic diagram of a steel-concrete composite node in a specific embodiment of the present invention; Figure 3 A schematic diagram of a main steel plate component of a steel-concrete composite node in a specific embodiment of the present invention; Figure 4 for Figure 2 Schematic cross-section along the axis of symmetry; Figure 5 for Figure 2 A schematic cross-sectional view along the first reinforcing steel plate; Figure 6 is a schematic diagram of an initial Warren truss with vertical rods in a specific embodiment of the present invention; Figure 7 Schematic diagram of pre-camber setting of an initial Warren truss with vertical rods in a specific embodiment of the present invention; Figure 8 is a schematic diagram of rotating the master control triangle in a specific embodiment of the present invention; Figure 9 is a schematic diagram of rotating another master control triangle in a specific embodiment of the present invention; Figure 10 Schematic diagram of a Warren truss with vertical rods after the main control triangle is rotated in a specific embodiment of the present invention; Figure 11 Schematic diagram of a Warren truss with vertical bars after adjustment of the upper chord node and the lower chord major node in a specific embodiment of the present invention; Figure 12Schematic diagram of a Warren truss with vertical bars after adjustment of the small node of the lower chord in a specific embodiment of the present invention; Figure 13 Schematic diagram of calculation of relevant node coordinates in a specific embodiment of the present invention. DETAILED DESCRIPTION

[0017] In order to further understand the content of the present invention, the present invention is described in detail with reference to the embodiments. It should be understood that the embodiments are merely for explanation of the present invention and are not intended to limit the present invention.

[0018] Example 1 Seen in Figure 1 In a specific embodiment of the present invention, an upper support structure of a steel-concrete composite bridge is provided, which includes a truss 50 and a steel-concrete composite node 70. The truss 50 has an upper chord 51, a lower chord 52, and a web member located between the upper chord 51 and the lower chord 52. The web member includes a left diagonal web member 81, a straight web member 82, and a right diagonal web member 83 located at the steel-concrete composite node 70.

[0019] Seen in Figure 2-5 The steel-concrete composite node 70 includes a node body 100, which includes a steel member, and the steel member includes a steel plate member and a shear nail member provided at the steel plate member; wherein the steel plate member includes, Two main steel plate members 110 are spaced apart, with a cavity structure formed between the two main steel plate members 110. The lower portion of the cavity structure forms a connecting portion 121 for embedding in a concrete beam, the middle portion of the cavity structure forms a transition portion 122 for embedding in a concrete boss formed by secondary pouring, and the upper portion of the cavity structure forms a mounting portion 123 for mounting a web member. The reinforcing steel plate member is arranged at the cavity structure, and the reinforcing steel plate member is arranged perpendicular to the main steel plate member 110; wherein the reinforcing steel plate member includes a first reinforcing steel plate member 131 parallel to the concrete casting surface, a second reinforcing steel plate member 132 perpendicular to the concrete casting surface, and a third reinforcing steel plate member 133 parallel to the extension direction of the web.

[0020] Through the above, the connection between the upper steel structure bridge body and the lower concrete bridge body can be achieved; wherein, the installation portion 123 can provide an installation position for the web member, thereby enabling fixed installation of a truss made of, for example, steel; the connecting portion 121 can be buried in the concrete beam, thereby achieving a stable connection between the steel-concrete composite node and the lower concrete bridge body; by providing the transition portion 122, the node body 100 can be extended outward in an outward convex manner by forming a concrete boss through secondary pouring, which can effectively avoid 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 node and the lower concrete bridge body.

[0021] In this embodiment, the main steel plate member 110 is bilaterally symmetrical, and the symmetry axis of the main steel plate member 110 is perpendicular to the concrete casting surface; The left and right sides of the main steel plate member 110 corresponding to the connection portion 121 are extended outward in a direction parallel to the concrete pouring surface to form a left connecting plate 111 and a right connecting plate 112 respectively. The left connecting plate 111 and the right connecting plate 112 are symmetrical about the symmetry axis. The main steel plate member 110 extends outward perpendicularly to the concrete pouring surface below the corresponding connection portion 121 to form a lower connection plate 113. The lower connection plate 113 is symmetrical about the symmetry axis. Above the corresponding mounting portion 123 of the main steel plate component 110, a left web mounting plate 114, a middle web mounting plate 115 and a right web mounting plate 116 are respectively provided along the extension direction of the corresponding web. The left web mounting plate 114 and the right web mounting plate 116 are symmetrical about the axis of symmetry, and the middle web mounting plate 115 is symmetrical on the axis of symmetry.

[0022] Through the above, the left connecting plate 111, the right connecting plate 112 and the lower connecting 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 that the stress performance can be effectively improved; the left web member mounting plate 114, the middle web member mounting plate 115 and the right web member mounting plate 116 can provide 3 web member installation positions at the same node, which is conducive to matching with conventional steel trusses; in addition, the main steel plate component 110 is constructed in a left-right symmetrical manner, so that the node body 100 can also be distributed in an overall symmetrical manner, which is conducive to uniform stress.

[0023] In this embodiment, the connecting edges between the left connecting plate 111 and the left web member mounting plate 114, the left web member mounting plate 114 and the middle web member mounting plate 115, the middle web member mounting plate 115 and the right web member mounting plate 116, and the right web member mounting plate 116 and the right connecting plate 112 are all arc connecting edges. This provides a rational structure and avoids stress concentration.

[0024] 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 and an upper reinforcing member located above the first reinforcing steel plate 131a; the lower reinforcing member includes a plurality of spaced lower reinforcing plates 132a, the upper ends of the lower reinforcing plates extending to the first reinforcing steel plate 131a, and the lower ends of the lower reinforcing plates extending to the lower end of the lower connecting plate 113; the upper reinforcing member includes a plurality of spaced upper reinforcing plates 132b, the lower ends of the upper reinforcing plates extending to the first reinforcing steel plate 131a, and the upper ends of the upper reinforcing plates extending to the area of the main steel plate member 110 corresponding to the transition portion 122; The third reinforcing steel plate component 133 includes multiple third reinforcing steel plates, and 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 web mounting plate 114, the middle web mounting plate 115 and the right web 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 web mounting plate 114, the middle web mounting plate 115 and the right web mounting plate 116 respectively, and 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 component 110 corresponding to the transition portion 122.

[0025] In the above, the first reinforcing steel plate 131 a , the lower reinforcing plate 132 a and the upper reinforcing plate 132 b can effectively constitute a shear resistance structure, thereby effectively improving the shear resistance performance of the node body 100 .

[0026] In this embodiment, there are two left reinforcing steel plates 133a, one located on either side of the left web member mounting plate 114; one middle reinforcing steel plate 133b, located in the middle of the middle web member mounting plate 115; and two right reinforcing steel plates 133c, located on either side of the right web member mounting plate 116. The third reinforcing steel plate component 133 also includes a plurality of first ribs 133d, which are respectively arranged on the inner side of the left web mounting plate 114, on both sides of the middle reinforcing steel plate 133b and on the inner side of the right reinforcing steel plate 133c, and a second rib 133e, which is respectively arranged on the main steel plate component 110 between the two left reinforcing steel plates 133a and the two right reinforcing steel plates 133c.

[0027] In the above, the left reinforcing steel plate 133a, the middle reinforcing steel plate 133b and the right reinforcing steel plate 133c can together with the main steel plate component 110 constitute the outer contour structure of the mounting portion 123, thereby reinforcing the mounting portion 123; the first rib 133d and the second rib 133e can effectively improve the compressive resistance of the mounting portion 123.

[0028] In this embodiment, the upper end of the upper reinforcing plate 132b, the lower end of the left reinforcing steel plate 133a, the lower end of the middle reinforcing steel plate 133b, and the lower end of the right reinforcing steel plate 133c are all recessed inward to form a groove. This structure effectively forms a channel for pouring concrete, facilitating subsequent construction and installation.

[0029] In this embodiment, through holes are formed on the first reinforcing steel plate 131a, the lower reinforcing plate 132a and the upper reinforcing plate 132b. This structure can effectively form a channel for pouring concrete, which is beneficial for subsequent construction and installation.

[0030] In this embodiment, the shear stud member includes a plurality of shear studs 140, which are respectively disposed on both sides of the first reinforcing steel plate 131a and the main steel plate member 110, thereby further improving the shear resistance.

[0031] In this embodiment, the upper end of the mounting portion 123 is provided with a mounting flange for cooperating with the web member, thereby simplifying the installation of the web member.

[0032] During the construction and installation of a steel-concrete composite node for a steel-concrete composite structure bridge according to this embodiment, the following steps can be performed, for example: After tying the connection portion 121 of the node body 100 and the steel skeleton in the concrete beam together, the concrete beam is cast to form; The transition portion 122 of the node body 100 is cast for the second time to form a concrete boss.

[0033] In this embodiment, the truss 50 is a Warren truss with vertical rods and has a factory-made pre-camber.

[0034] For large-span continuous steel trusses, the setting of pre-arch is particularly important. The factory-made pre-arch directly determines the installation line shape and the bridge line shape. Construction pre-arch must be set during the installation of large-span steel trusses and system conversion to resist the deformation caused by the first-phase constant load and meet the line shape and internal force requirements during the system conversion. The current geometric arching method, such as the triangular arching method, is to rotate the main control triangle so that the large node of the Warren truss is located at the theoretical pre-arch. However, for Warren trusses with vertical rods, the position of the small node after arching is usually not on the line connecting the two adjacent large nodes. The geometric arching method can only make the large node be at the theoretical arch position, and cannot make the small node reach the theoretical arch position.

[0035] The present invention studies the factory-made pre-camber setting method of Warren trusses with vertical rods based on the existing triangular cambering method. By improving the triangular cambering method, the present invention can provide parameters such as truss node coordinates, rod expansion and contraction, and manufacturing length.

[0036] by Figure 6 Taking the Warren truss with vertical rods as an example, a specific embodiment of the present invention provides a factory-made pre-camber construction method for the Warren truss with vertical rods; the Warren truss with vertical rods includes a plurality of continuously arranged main control triangles, the main control triangles including a lower chord at the base, a left diagonal web and a right diagonal web at the waist, and a small node straight web at the top of the base; namely △A1B2A3, △A3B4A5, △A5B6A7, △A7B8A9, △A9B10A 11 and △A11B12A13 are main control triangles; wherein the left vertex and the right vertex of the main control triangle are both large nodes, and the intersection of the lower chord of the main control triangle and the straight web of the small node is the small node; an upper chord is provided between the upper vertices of adjacent main control triangles, and a large node straight web is provided at the large node perpendicular to the upper chord; 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 comprises the following steps: Construct the initial Warren truss with vertical bars (i.e. Figure 6 shown); The arch origin is selected from the large node, and the main control triangle located on the same side of the arch origin is rotated in sequence from the arch origin to obtain the coordinates of the adjusted large node and the coordinates of the upper vertex; when the main control triangle is rotated, the large node near the arch origin is used as the rotation center, and the offset value of the large node far from the arch origin in the height direction is maintained to achieve the corresponding pre-arch degree; Seen in Figure 7 , the camber origin 0 corresponds to the large node A7, and the pre-camber of each node at the bottom chord in the direction away from the camber origin is af; Seen in Figure 8 First, rotate △A1B2A3. At this time, draw circle O1 with large node A7 as the rotation center, draw auxiliary line L1 to the right with A7 as the origin, translate L1 upward by b (node A9 is used for pre-camber) to get L2, then draw 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 triangle A7B8A9 to A7B8'A9'; Seen in Figure 9 and 10Based on the above method, the rotation of △A7B8A9, △A9B10A11 and △A11B12A13 can be realized in sequence to obtain the rotated master triangles △A7B8'A9', △A9'B10'A11' and △A11'B12'A13'; Based on the coordinates of the adjusted large node and the coordinates of the adjusted upper vertex, the upper end coordinates of the adjusted large node straight web are obtained; Based on the coordinates of the adjusted large node and the pre-camber corresponding to the small node, the coordinates of the adjusted small node are obtained; Based on the coordinates of the adjusted major node, the coordinates of the upper vertex, the upper end coordinates of the major node straight web and the coordinates of the minor node, the adjustment values and adjusted lengths of the bottom chord, left diagonal web, right diagonal web, top chord, minor node straight web and major node straight web are obtained.

[0037] Based on the geometric arch method, the present invention can obtain the length of the rod between each node through the adjusted node coordinate data of each node, so that the small node can also reach the position of the theoretical pre-arch, realizing the setting of the theoretical pre-arch of the small node.

[0038] The step of obtaining the upper end coordinates of the adjusted large node straight web based on the coordinates of the adjusted large node and the coordinates of the adjusted upper vertex includes: For the middle large node, the intersection of the angle bisector of the angle formed by the adjacent right diagonal web member and left diagonal web member at the corresponding large node and the line connecting the adjacent upper vertices at the corresponding large node is used as the upper end coordinate of the straight web member of the adjusted large node; among which, the middle large node is the large node other than the starting large node and the ending large node.

[0039] The step of obtaining the upper end coordinates of the adjusted large node straight web based on the coordinates of the adjusted large node and the coordinates of the adjusted upper vertex includes: For the starting large node, add an offset equal to the length of the large node straight web in the initial Warren truss with vertical rods to the vertical coordinate of the starting large node to obtain the upper end coordinate of the adjusted large node straight web; among them, the starting large node is the large node where the arch origin is located.

[0040] The step of obtaining the upper end coordinates of the adjusted large node straight web based on the coordinates of the adjusted large node and the coordinates of the adjusted upper vertex includes: For the end large node, the coordinates of the end large node are offset upward along the extension direction of the small node straight web of the main control triangle where the end large node is located, by an offset equal to the length of the small node straight web of the main control triangle where the end large node is located, and the upper end coordinates of the adjusted large node straight web are taken; among them, the end large node is the large node farthest from the arch origin side.

[0041] Seen in Figure 11, draw the angle bisectors ∠B8'A9'B10' and B10'A11'B12', connect B8'B10' and B10'B12' and intersect the angle bisectors at points B9' and B11' respectively, draw a line segment A7B7 with a length of H vertically upward from A7, draw a line segment B12'B13'∥A12'A13' and connect A13'B13'; the theoretical pre-camber of the major nodes (A9', A11', A13') can be achieved by adjusting the length of the upper chord and the straight web at the major nodes.

[0042] The step of obtaining the coordinates of the adjusted small nodes based on the coordinates of the adjusted large nodes and the pre-camber corresponding to the small nodes includes: Based on the coordinates of the adjusted large node, obtain the initial coordinates of the adjusted small node; The vertical coordinate in the initial coordinate of the small node is replaced by the pre-camber corresponding to the small node to obtain the coordinate of the adjusted small node.

[0043] Seen in Figure 12 , extend the lower end of each straight web until the lower end of the straight web reaches the corresponding pre-camber, and then adjust the intersection position of each lower chord and the lower end of the straight web to achieve the adjustment of the pre-camber at the small node.

[0044] The method of obtaining the adjusted values and adjusted lengths of the bottom chord, left diagonal web, right diagonal web, top chord, small node straight web, and large node straight web based on the adjusted coordinates of the large node, the coordinates of the upper vertex, the upper end coordinates of the large node straight web, and the coordinates of the small node includes: Based on the coordinates of the adjacent adjusted large nodes and small nodes, the adjusted length of the corresponding lower chord is obtained; Based on the coordinates of the adjacent adjusted large nodes and the coordinates of the upper vertex, the adjusted lengths of the corresponding left and right diagonal members are obtained; Based on the coordinates of the upper end and the upper vertex of the adjacent adjusted large node straight web, the adjusted length of the corresponding upper chord is obtained; Based on the coordinates of the adjacent adjusted upper vertices and the coordinates of the small nodes, the adjusted length of the straight web of the corresponding small node is obtained; Based on the coordinates of the adjacent adjusted large nodes and the upper end coordinates of the large node straight web, the adjusted length of the corresponding large node straight web is obtained.

[0045] Seen in Figure 13 , for any master triangle , which after adjustment is ;in, is the lower left corner, and To adjust the upper vertices before and after, and To adjust the lower right corner point before and after; The length of the chord is L, the length of the straight web is H, and the length of the diagonal web is K. ; The pre-camber at , master triangle The rotation angle is , , for Precamber at the main control triangle The angle between the left diagonal member and the bottom chord is , ; Establish a plane rectangular coordinate system and control the triangle The coordinates of the relevant points are, , , , , and , where 2<i<n, i and n are both positive integers; After adjustment The coordinates of the relevant points are , ,

[0046] It can be seen that the coordinates of the relevant large nodes after adjustment are, ; ; ; ; ; .

[0047] Among them, after adjustment, the upper node of the middle large node The coordinates of are, ; ; Among them, 1<i<n-1.

[0048] Among them, the upper node of the starting large node after adjustment and the upper node of the ending large node The coordinates of are, ; ; ; ; in, is the coordinate of the large node where the arch origin is located, The upper end node of the ending large node The coordinates of the first upper chord node on the left and the rotation angle of the main control triangle corresponding to the end large node.

[0049] Among them, the small nodes finally obtained for, ; ; in, is the pre-camber adjustment value at the small node; ; and are the pre-camber degrees at the corresponding nodes respectively.

[0050] The method of obtaining the adjusted values and adjusted lengths of the bottom chord, left diagonal web, right diagonal web, top chord, small node straight web, and large node straight web based on the adjusted coordinates of the large node, the coordinates of the upper vertex, the upper end coordinates of the large node straight web, and the coordinates of the small node includes: Based on the adjusted lengths of the bottom chord, left diagonal web, right diagonal web, top chord, small node straight web, and large node straight web and their lengths in the initial Warren truss with vertical bars, the adjustment values of the corresponding bottom chord, left diagonal web, right diagonal web, top chord, small node straight web, and large node straight web are obtained.

[0051] When it is known, based on the two-point distance formula, the adjusted length of the relevant rod can be obtained, and then the adjustment value can be obtained.

[0052] The method proposed in the present invention is preferably applicable to Warren trusses, Warren trusses with spaced vertical bars, and Warren trusses with vertical bars, and has strong versatility. Compared with conventional calculation methods such as geometric numerical calculations, this method is applicable to self-compiled Excel algorithms or other programs, and is simple to calculate and has high accuracy.

[0053] 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 provided, which includes: A collection unit is used to collect the size parameters, camber origin information and pre-camber information of the initial Warren truss with vertical rods; a calculation unit for obtaining, based on the size parameters, camber origin information, and pre-camber information of the initial Warren truss with vertical rods, the adjustment values and adjusted lengths of the bottom chord, the left diagonal web, the right diagonal web, the top chord, the small node straight web, and the large node straight web using the above method; and The output unit is used to output the adjustment values and adjusted lengths of the bottom chord, left diagonal web, right diagonal web, top chord, small node straight web and large node straight web.

[0054] The calculation unit includes a coordinate calculation unit and a length calculation unit. The coordinate calculation unit can be used to perform the above-mentioned coordinate calculation, and the length calculation unit can be used to perform the distance calculation between two points.

[0055] In addition, in another specific embodiment of the present invention, a computer program product is provided, which includes a computer program. When the computer program is executed by a processor, the above method is implemented.

[0056] 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 in the present application to obtain other embodiments, and these embodiments do not exceed the scope of protection of the present application.

[0057] The above is a schematic description of the present invention and its embodiments, which is not restrictive. The embodiments shown in the embodiments are only part of the embodiments of the present invention, and the actual structure is not limited thereto. Therefore, if a person skilled in the art is inspired by the above and, without departing from the purpose of the present invention, designs a structure and embodiment similar to the technical solution without creatively designing, they shall fall within the scope of protection of the present invention.

Claims

1. The upper support structure of a steel-concrete composite bridge is characterized by: The invention comprises a truss (50) and a steel-concrete composite node (70), wherein the truss (50) comprises an upper chord (51), a lower chord (52), and a web member located between the upper chord (51) and the lower chord (52), wherein the web member comprises a left diagonal web member (81), a straight web member (82), and a right diagonal web member (83) located at the steel-concrete composite node (70); the steel-concrete composite node (70) comprises a node body (100), and the node body (100) comprises a steel member, wherein the steel member comprises a steel plate member and a shear nail member provided at the steel plate member; wherein the steel plate member comprises, Two main steel plate members (110) are spaced apart, and a cavity structure is formed between the two main steel plate members (110); wherein the lower portion of the cavity structure forms a connecting portion (121) for being embedded in a concrete beam, the middle portion of the cavity structure forms a transition portion (122) for being embedded in a concrete boss formed by secondary pouring, and the upper portion of the cavity structure forms a mounting portion (123) for mounting a web member; A reinforcing steel plate member is provided at the cavity structure, the reinforcing steel plate member being arranged perpendicular to the main steel plate member (110); wherein the reinforcing steel plate member comprises a first reinforcing steel plate member (131) parallel to the concrete casting surface, a second reinforcing steel plate member (132) perpendicular to the concrete casting surface, and a third reinforcing steel plate member (133) parallel to the extension direction of the web member.

2. The upper support structure of the steel-concrete composite bridge according to claim 1 is characterized in that: The truss (50) adopts a Warren truss with vertical rods.

3. The upper support structure of the steel-concrete composite bridge according to claim 2 is characterized in that: The truss (50) has factory pre-camber.

4. The upper support structure of the steel-concrete composite bridge according to claim 3 is characterized by: The truss (50) includes a plurality of main control triangles arranged continuously, wherein the main control triangle includes a lower chord located at the bottom side, a left diagonal web and a right diagonal web located at the waist side, and a small node straight web located at the top of the bottom side; the left vertex and the right vertex 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 straight web is the small node; an upper chord is provided between the upper vertices of adjacent main control triangles, and a large node straight web is provided at the large node perpendicular to the upper chord.

5. The upper support structure of the steel-concrete composite bridge according to claim 4 is characterized in that: The factory pre-camber of the truss (50) is constructed based on the following steps, Construct the initial Warren truss with vertical bars; The arch origin is selected from the large node, and the main control triangle located on the same side of the arch origin is rotated in sequence from the arch origin to obtain the coordinates of the adjusted large node and the coordinates of the upper vertex; when the main control triangle is rotated, the large node near the arch origin is used as the rotation center, and the offset value of the large node far from the arch origin in the height direction is maintained to achieve the corresponding pre-arch degree; Based on the coordinates of the adjusted large node and the coordinates of the adjusted upper vertex, the upper end coordinates of the adjusted large node straight web are obtained; Based on the coordinates of the adjusted large node and the pre-camber corresponding to the small node, the coordinates of the adjusted small node are obtained; Based on the coordinates of the adjusted major node, the coordinates of the upper vertex, the upper end coordinates of the major node straight web and the coordinates of the minor node, the adjustment values and adjusted lengths of the bottom chord, left diagonal web, right diagonal web, top chord, minor node straight web and major node straight web are obtained.

6. The upper support structure of the steel-concrete composite bridge according to claim 1 is characterized in that: The main steel plate component (110) is bilaterally symmetrical, and the symmetry axis of the main steel plate component (110) is perpendicular to the concrete casting surface.

7. The upper support structure of the steel-concrete composite bridge according to claim 6, characterized in that: The left and right sides of the main steel plate member (110) corresponding to the connecting portion (121) are extended outward in a direction parallel to the concrete casting surface to form a left connecting plate (111) and a right connecting plate (112), respectively. The left connecting plate (111) and the right connecting plate (112) are symmetrical about the symmetry axis.

8. The upper support structure of the steel-concrete composite bridge according to claim 7, characterized in that: The main steel plate member (110) extends outward perpendicularly to the concrete pouring surface below the corresponding connection portion (121) to form a lower connection plate (113). The lower connection plate (113) is symmetrical about the symmetry axis.

9. The upper support structure of the steel-concrete composite bridge according to claim 8, characterized in that: A left web mounting plate (114), a middle web mounting plate (115) and a right web mounting plate (116) are respectively provided above the corresponding mounting portion (123) of the main steel plate member (110) along the extension direction of the corresponding web. The left web mounting plate (114) and the right web mounting plate (116) are symmetrical about the axis of symmetry, and the middle web mounting plate (115) is symmetrical about the axis of symmetry.

10. Steel-concrete composite structure bridge, characterized by: The invention comprises the upper support structure described in any one of claims 1-9.

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