Temporary tensioning bench

Abstract

The utility model discloses a kind of temporary tensioning pedestals, temporary tensioning pedestals, including pre-buried plate, tensioning pedestal;Pre-buried plate is pre-buried and installed in the side wall of bearing platform;Tensioning pedestal is formed into box-like structure, and the first end of tensioning pedestal is welded with the outer side wall of pre-buried plate;Second end of tensioning pedestal is opposite side of first end, and first end of tensioning pedestal, second end of tensioning pedestal, pre-buried plate are all provided with through hole for passing through steel strand.This application, pre-buried plate is pre-buried in bearing platform first, so the mould of bearing platform will not have additional protrusion, and tensioning pedestal is welded with pre-buried plate after bearing platform form removal, then tensioning work is carried out, and the structure design of this application facilitates mould manufacturing, reduces construction complexity.

Description

Technical Field

[0001] This utility model relates to the field of bridge technology, and in particular to a temporary tensioning platform. Background Technology

[0002] In arch bridges, the main bridge is a reinforced concrete box-shaped rib arch bridge with upper decking. The approach bridges are integrated with the main bridge's arch superstructure, forming a steel-concrete composite continuous beam. In existing technology, for tensioning the arch bridge, the backstays anchored to the abutments and piers have 176 toothed blocks, the backstays on the junction piers have 72 toothed blocks, and the tie cables on the junction piers have 72 toothed blocks, totaling 320 toothed blocks. Figure 13 As shown, these toothed blocks 8 are integrally cast with the pier cap and abutment, forming a ring-column structure. They are reinforced with steel bars, with the inner ends inserted into the steel cage of the pier cap and abutment, and the outer ends protruding from the steel cage. Figure 14 As shown, after the mold is closed, there are additional protrusions on the outside of the molds for the abutment and bridge pier. The construction of the toothed blocks is quite complicated, which affects the construction progress and is inconvenient for concrete construction.

[0003] Therefore, it is necessary to develop a temporary tensioning platform to solve the above problems. Utility Model Content

[0004] The purpose of this invention is to design a temporary tensioning platform to solve the above-mentioned problems.

[0005] This utility model achieves the above objectives through the following technical solutions: Temporary tensioning platform, including: Embedded plate; the embedded plate is pre-embedded and installed in the side wall of the foundation; Tensioning platform; the tensioning platform is formed into a box-shaped structure, and the first end of the tensioning platform is welded to the outer wall of the embedded plate; the second end of the tensioning platform is the opposite side of the first end, and through holes for passing through the steel strand are provided at the first end, the second end of the tensioning platform, and the embedded plate.

[0006] Specifically, the tensioning platform includes a first steel plate, a second steel plate, a third steel plate, a fourth steel plate, and two fifth steel plates forming a box-shaped structure. The two fifth steel plates are parallel to each other, as are the second and third steel plates. The second and third steel plates are mounted on the two fifth steel plates. The first steel plate is mounted at the first end of the tensioning platform, and the fourth steel plate is mounted at the second end of the tensioning platform. The four sides of the first steel plate are connected to the first ends of the two fifth steel plates, the first ends of the second steel plate, and the first ends of the third steel plate, respectively. The four sides of the fourth steel plate are connected to the second ends of the two fifth steel plates, the second ends of the second steel plate, and the second ends of the third steel plate, respectively. The fourth steel plate is perpendicular to the two fifth steel plates, the second steel plate, and the third steel plate. The steel strand is perpendicular to the fourth steel plate. The first steel plate is welded to the outer wall of the embedded plate.

[0007] Specifically, the tensioning platform also includes a sixth steel plate, the first end of which is installed on the side of the fourth steel plate away from the first steel plate. The sixth steel plate has through holes, and the cable anchor is installed on the second end of the sixth steel plate.

[0008] Specifically, the second, third, and fifth steel plates are all formed into plate-like structures. The first end of the second steel plate, the first end of the third steel plate, and the first end of the fifth steel plate are all inclined surfaces and are all connected to the first steel plate. The second end of the second steel plate, the second end of the third steel plate, and the second end of the fifth steel plate are all right-angled surfaces and are all connected to the fourth steel plate.

[0009] Preferably, the length of the second steel plate is greater than the length of the third steel plate.

[0010] The beneficial effects of this utility model are as follows: In this application, the embedded plate is first embedded in the foundation, so the foundation mold will not have any extra protrusions. The tensioning platform is welded to the embedded plate after the foundation is demolded, and then the tensioning work is carried out. The structural design of this application facilitates mold making and reduces the complexity of construction. Attached Figure Description

[0011] Figure 1 This is a three-dimensional structural diagram of the present application; Figure 2 This is a longitudinal sectional view of this application; Figure 3 for Figure 2 The AA section view in the figure shows the embedded plate; Figure 4 for Figure 2 BB section view in the middle; Figure 5 This is a schematic diagram of the structure of the first steel plate; Figure 6 This is the front view of the second steel plate; Figure 7 This is a side view of the second steel plate; Figure 8 This is the front view of the third steel plate; Figure 9 This is a side view of the third steel plate; Figure 10 This is the front view of the fourth steel plate; Figure 11 This is the front view of the fifth steel plate; Figure 12 This is a schematic diagram of the installation structure of this application; Figure 13 A schematic diagram of the installation structure for the pre-embedded anchor box; Figure 14 This is a structural schematic diagram of the pre-embedded anchor box; Figure 15 Design drawings for the B3 arch bridge; Figure 16 A is the finite element model of the No. 1 cable tensioning platform; B is the finite element model of the No. 9 cable tensioning platform. Figure 17 A represents the mesh generation diagram of the No. 1 cable tensioning platform model; B represents the mesh generation diagram of the No. 9 cable tensioning platform model. Figure 18 Figure A shows the boundary and load simulation diagram of the tensioning platform for cable #1; Figure B shows the boundary and load simulation diagram of cable #9 tensioning platform. Figure 19 Plan view of anchorage #1 (A); Plan view of anchorage #9 (B). Figure 20 The overall Von-Mises stress diagram for the No. 1 tensioning platform; Figure 21 The diagram shows the total deformation results of the No. 1 tensioning platform; Figure 22 The vertical deformation result diagram is shown for tensioning platform #1. Figure 23 The diagram shows the longitudinal deformation results of the No. 1 tensioning platform; Figure 24 Von-Mises stress diagram of the first steel plate in the No. 1 tensioning platform; Figure 25 Von-Mises stress diagram of the second steel plate in the No. 1 tensioning platform; Figure 26 Von-Mises stress diagram of the third steel plate in the No. 1 tensioning platform; Figure 27 Von-Mises stress diagram of the fourth steel plate in the No. 1 tensioning platform; Figure 28 Von-Mises stress diagram of the fifth steel plate in the No. 1 tensioning platform; Figure 29 Von-Mises stress diagram of the entire tensioning platform for cable #9; Figure 30 The diagram shows the total deformation results of the No. 9 tensioning platform; Figure 31 The vertical deformation result diagram is shown for tensioning platform #9. Figure 32 The diagram shows the longitudinal deformation results of the tensioning platform for cable #9. Figure 33 Von-Mises stress diagram of the first steel plate in the No. 9 tensioning platform; Figure 34 Von-Mises stress diagram of the second steel plate in the No. 9 tensioning platform; Figure 35 Von-Mises stress diagram of the third steel plate in the No. 9 tensioning platform; Figure 36 Von-Mises stress diagram of the fourth steel plate in the No. 9 tensioning platform; Figure 37 The Von-Mises stress diagram is shown for the fifth steel plate in the tensioning platform of cable #9.

[0012] Legend: 1. First steel plate, 2. Second steel plate, 3. Third steel plate, 4. Fourth steel plate, 5. Fifth steel plate, 6. Embedded plate, 7. Tensioning platform, 8. Tooth block, 9. Sixth steel plate, 10. Cable anchor. Detailed Implementation

[0013] To make the objectives, technical solutions, and advantages of the embodiments of this utility model clearer, the technical solutions of the embodiments of this utility model will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this utility model. The components of the embodiments of this utility model described and shown in the accompanying drawings can generally be arranged and designed in various different configurations.

[0014] Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but merely to illustrate selected embodiments of the invention. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without inventive effort are within the scope of protection of the present invention.

[0015] It should be noted that similar labels and letters in the following figures indicate similar items. Therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures.

[0016] In the description of this utility model, it should be understood that the terms "upper", "lower", "inner", "outer", "left", "right", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship that the utility model product is usually placed in during use, or the orientation or positional relationship that is commonly understood by those skilled in the art. They are only used to facilitate the description of this utility model and to simplify the description, and are not intended to indicate or imply that the device or component referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this utility model.

[0017] Furthermore, the terms "first," "second," etc., are used only to distinguish descriptions and should not be interpreted as indicating or implying relative importance.

[0018] In the description of this utility model, it should also be noted that, unless otherwise explicitly specified and limited, terms such as "set" and "connection" should be interpreted broadly. For example, "connection" can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection or an indirect connection through an intermediate medium; it can be a connection within two components. Those skilled in the art can understand the specific meaning of the above terms in this utility model according to the specific circumstances.

[0019] The specific embodiments of this utility model will now be described in detail with reference to the accompanying drawings.

[0020] like Figure 1 and 3 As shown in Figure 12, the temporary tensioning platform includes: Embedded plate 6; Embedded plate 6 is pre-embedded and installed in the side wall of the bearing platform; Tensioning platform 7; the tensioning platform 7 is formed into a box-shaped structure, and the first end of the tensioning platform 7 is welded to the outer wall of the embedded plate 6; the second end of the tensioning platform 7 is the opposite side of the first end, and the first end of the tensioning platform 7, the second end of the tensioning platform 7, and the embedded plate 6 are all provided with through holes for passing through the steel strand.

[0021] like Figure 1-11 As shown, the tensioning platform 7 includes a first steel plate 1, a second steel plate 2, a third steel plate 3, a fourth steel plate 4, and two fifth steel plates 5 forming a box-shaped structure. The two fifth steel plates 5 are parallel to each other, and the second steel plate 2 and the third steel plate 3 are parallel to each other. The second steel plate 2 and the third steel plate 3 are installed on the two fifth steel plates 5. The first steel plate 1 is installed at the first end of the tensioning platform 7, and the fourth steel plate 4 is installed at the second end of the tensioning platform 7. The four sides of the first steel plate 1 are connected to the first ends of the two fifth steel plates 5, the first ends of the second steel plate 2, and the first ends of the third steel plate 3, respectively. The four sides of the fourth steel plate 4 are connected to the second ends of the two fifth steel plates 5, the second ends of the second steel plate 2, and the second ends of the third steel plate 3, respectively. The fourth steel plate 4 is perpendicular to the two fifth steel plates 5, the second steel plate 2, and the third steel plate 3, respectively. The steel strand is perpendicular to the fourth steel plate 4. The first steel plate 1 is welded to the outer wall of the embedded plate 6. The thickness of the first steel plate 1 is 20mm, and the thickness of the second steel plate 2, the third steel plate 3, the fourth steel plate 4, and the fifth steel plate 5 is 30mm.

[0022] like Figure 1As shown, considering the convenience and safety of loading, the tensioning platform 7 also includes a sixth steel plate 9. The first end of the sixth steel plate 9 is installed on the side of the fourth steel plate 4 away from the first steel plate 1. The sixth steel plate 9 has through holes, and the cable anchor 10 is installed on the second end of the sixth steel plate 9. The sixth steel plate 9 has dimensions of 250mm × 250mm and a thickness of 20mm. The anchor is placed on the top surface of the sixth steel plate 9 for tensioning. All steel plates are made of European standard S235JR steel.

[0023] like Figures 1 to 4 As shown in Figures 6 to 9 and 11, the second steel plate 2, the third steel plate 3, and the fifth steel plate 5 are all formed into plate-like structures. The first end of the second steel plate 2, the first end of the third steel plate 3, and the first end of the fifth steel plate 5 are all inclined surfaces and are all connected to the first steel plate 1. The second end of the second steel plate 2, the second end of the third steel plate 3, and the second end of the fifth steel plate 5 are all right-angled surfaces and are all connected to the fourth steel plate 4.

[0024] like Figure 2 As shown, the length of the second steel plate 2 is greater than the length of the third steel plate 3.

[0025] The performance of the structure in this application is analyzed below: like Figure 15 As shown, Bridge B3's main span is a reinforced concrete box-girder rib arch bridge with an upper-bearing structure. The approach bridges are integrated with the main arch superstructure, forming a steel-concrete composite continuous beam. The span combination is 16.5m + 2×19 + 304 (16×19)m + 3×19 + 20m. The bridge is 435.5m long and 17m wide, including a 14m wide carriageway and 1.5m wide sidewalks on each side (including railings). The longitudinal slope of the bridge is 2.5%.

[0026] Establishment of computational model like Figure 15 Considering the inconsistency of the cable force and the angle of the temporary tensioning platform in each segment of the cable tie and anchor, the temporary tensioning platform of the P3 bank No. 1 cable tie with the most unfavorable angle (i.e., the largest horizontal angle) and the temporary tensioning platform of the P3 bank No. 9 cable tie with the most unfavorable cable force (i.e., the largest cable force during construction) were selected for calculation and analysis.

[0027] The calculation uses Ansys WorkBench for solid modeling, and a detailed local model is built according to the actual dimensions in the drawings. The finite element model diagram is shown below. Figure 16 As shown in the diagram. In the model, the cylinder represents the anchor, below which is an additional 250mm × 250mm × 20mm steel plate, and the remaining parts are the plates of the tensioning platform. The mesh diagram is shown below. Figure 17As shown. The finite element model of the temporary tensioning platform for cable #1 on P3 bank has a total of 22,535 nodes and 3,751 elements; the finite element model of the temporary tensioning platform for cable #9 on P3 bank has a total of 27,243 nodes and 4,682 elements. All plate contact surfaces are bonded, and the bottom surface of the first steel plate is fixed. The self-weight of the structure and the maximum cable force load during construction are considered. The maximum cable force during the construction of cable #1 is 880 kN, and the maximum cable force during the construction of cable #9 is 1012 kN. Boundary and loading diagrams are shown below. Figure 18 As shown. Below. Figure 19 The specifications for anchorages #1 and #9 are provided. The standard dimensions on the drawings are used for modeling.

[0028] Analysis of calculation results (a) Calculation results of the tensioning platform for the cable Overall calculation results The overall stress analysis results of the No. 1 cable tensioning platform under the maximum cable force state during construction were obtained through finite element analysis, as follows: Figure 20-23 As shown, the maximum Von-mises stress on the tensioning platform is 216.85 MPa, which is less than the yield strength of S235JR steel. The maximum total deformation, as well as the vertical and longitudinal deformations, are very small and can be ignored.

[0029] Stress calculation results for each steel plate The stress analysis results of the first to fifth steel plates under the maximum cable force state during construction at the No. 1 tensioning platform were obtained through finite element analysis, as follows: Figure 24-28 As shown, the maximum Von-mises stress of the first steel plate is 54.63 MPa, the second steel plate is 216.85 MPa, the third steel plate is 194.99 MPa, the fourth steel plate is 168.31 MPa, and the fifth steel plate is 180.31 MPa. The calculation results show that the maximum Von-mises stress of each plate is less than the yield strength of S235JR steel.

[0030] According to the calculation results, the strength of the No. 1 cable tensioning platform under the maximum cable force during construction meets the material yield strength requirements. The maximum and minimum Von-mises stresses of each component are summarized in Table 3.1 below.

[0031] Table 3.1 Stress Results for Each Component

[0032] (II) Stress Results of Tensioning Platform for Cable #9 Overall calculation results The No. 9 cable represents the most unfavorable position during construction. Finite element analysis was used to obtain the overall stress analysis results of the No. 9 cable tensioning platform under the maximum cable force state during construction, as follows: Figure 29-32 As shown, the maximum Von-mises stress on the tensioning platform is 200.04 MPa, which is less than the yield strength of S235JR steel. The maximum total deformation, vertical deformation, and longitudinal deformation are all very small and negligible.

[0033] Calculation results for each plate The stress analysis results of the first to fifth steel plates of the No. 9 cable tensioning platform under the maximum cable force state during construction were obtained through finite element analysis, as follows: Figure 33-37 As shown, the maximum Von-mises stress of the first steel plate is 51.37 MPa, the second steel plate is 200.04 MPa, the third steel plate is 199.84 MPa, the fourth steel plate is 145.92 MPa, and the fifth steel plate is 156.44 MPa. The calculation results show that the maximum Von-mises stress of each plate is less than the yield strength of S235JR steel.

[0034] According to the calculation results, the strength of the No. 9 cable tensioning platform under the maximum cable force during construction meets the material yield strength requirements. The maximum and minimum Von-mises stresses of each component are summarized in Table 3.2 below.

[0035] Table 3.2 Stress Results for Each Component

[0036] in conclusion: Based on the calculation results of the two most unfavorable working conditions, namely the No. 1 tensioning platform with the largest angle and the No. 9 tensioning platform with the largest cable force, the following conclusions can be drawn.

[0037] The maximum Von-mises stress on the No. 1 cable tensioning platform is 216.85 MPa, and the maximum Von-mises stress on the No. 9 cable tensioning platform is 200.04 MPa. Both stresses occur at the upper edge of the second steel plate, in the middle of the inner side of the interface with the fourth steel plate. The stress value at the same location on the third steel plate is also relatively large. The maximum Von-mises stress of each plate is less than the yield strength of S235JR steel, and the strength of the tensioning platform meets the requirements.

[0038] The overall and unidirectional deformation of the No. 1 and No. 9 cable tensioning platforms are small and can be basically ignored. The overall stiffness of the tensioning platforms meets the requirements.

[0039] The above are merely preferred embodiments of this utility model. It should be noted that, for those skilled in the art, several improvements and modifications can be made without departing from the technical principles of this utility model, and these improvements and modifications should also be considered within the scope of protection of this utility model.

Claims

1. A temporary tensioning platform, characterized in that, include: Embedded plate; The embedded plate is pre-embedded in the side wall of the foundation; Tensioning platform; The tensioning platform is formed into a box-shaped structure. The first end of the tensioning platform is welded to the outer wall of the embedded plate. The second end of the tensioning platform is the opposite side of the first end. The first end of the tensioning platform, the second end of the tensioning platform, and the embedded plate are all provided with through holes for passing through the steel strands.

2. The temporary tensioning platform according to claim 1, characterized in that, The tensioning platform includes a first steel plate, a second steel plate, a third steel plate, a fourth steel plate, and two fifth steel plates forming a box-shaped structure. The two fifth steel plates are parallel to each other, as are the second and third steel plates. The second and third steel plates are mounted on the two fifth steel plates. The first steel plate is mounted at the first end of the tensioning platform, and the fourth steel plate is mounted at the second end of the tensioning platform. The four sides of the first steel plate are connected to the first ends of the two fifth steel plates, the first ends of the second steel plate, and the first ends of the third steel plate, respectively. The four sides of the fourth steel plate are connected to the second ends of the two fifth steel plates, the second ends of the second steel plate, and the second ends of the third steel plate, respectively. The fourth steel plate is perpendicular to the two fifth steel plates, the second steel plate, and the third steel plate. The steel strands are perpendicular to the fourth steel plate. The first steel plate is welded to the outer wall of the embedded plate.

3. The temporary tensioning platform according to claim 2, characterized in that, The tensioning platform also includes a sixth steel plate, the first end of which is installed on the side of the fourth steel plate away from the first steel plate. The sixth steel plate has through holes, and the cable anchor is installed on the second end of the sixth steel plate.

4. The temporary tensioning platform according to claim 2, characterized in that, The second, third, and fifth steel plates are all formed into plate-like structures. The first end of the second steel plate, the first end of the third steel plate, and the first end of the fifth steel plate are all inclined surfaces and are all connected to the first steel plate. The second end of the second steel plate, the second end of the third steel plate, and the second end of the fifth steel plate are all right-angled surfaces and are all connected to the fourth steel plate.

5. The temporary tensioning platform according to claim 4, characterized in that, The length of the second steel plate is greater than the length of the third steel plate.

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