Protective structure for incremental launching construction of variable cross-section viaduct

Abstract

The utility model discloses a protective structure for incremental launching construction of a variable cross-section viaduct. The protective structure comprises an incremental launching temporary pier assembly, an assembling temporary pier assembly and a protective platform. The multiple pushing temporary pier assemblies are arranged at intervals in the transverse direction to form a cross-roadway pushing temporary pier set. The multiple sets of spliced temporary pier assemblies are arranged at intervals in the transverse direction to form a set of cross-roadway spliced temporary pier sets. The protection platform comprises longitudinal bearing beams and supporting bridge deck slabs, the longitudinal bearing beams are supported by the top faces of the transverse distribution beams I and the top faces of the transverse distribution beams II, the supporting bridge deck slabs are supported by the transverse adjacent longitudinal bearing beams, and the supporting bridge deck slabs are located over the tops of the carriageways. The safety requirement of high-altitude construction in the pushing process can be met, the effect of totally-closed construction is achieved, and the traffic influence can be reduced as much as possible; and meanwhile, the requirements of short construction period and low construction cost are met.

Description

Technical Field

[0001] The utility model relates to the field of steel box girder jacking construction, in particular to a jacking construction protection structure for a variable-section viaduct. Background Art

[0002] During the jacking construction of steel box girders on municipal roads, it is often necessary to arrange the supporting foundation in a targeted manner according to the actual traffic road conditions, and the construction area is completely closed for pre-treatment operations such as welding of steel box girders and surface treatment of steel box girders. The construction occupies a large area and greatly affects the traffic of vehicles, especially for traffic congested sections. Therefore, the support structure used for the jacking construction of new steel box girders must ensure that the jacking construction of steel box girders can be carried out safely and reliably while minimizing the impact on traffic organization, thereby reasonably reducing the construction period and compressing material rental costs.

[0003] Therefore, this scheme provides a variable-section viaduct top-pushing construction protection structure to meet the safety requirements of high-altitude construction during the top-pushing process, achieve the effect of full closure of the construction, and minimize the traffic impact; at the same time, it meets the requirements of short construction period and low construction cost. Utility Model Content

[0004] In view of this, the purpose of the utility model is to overcome the defects in the prior art and provide a protective structure for the jacking construction of a variable-section viaduct, which can meet the safety requirements of high-altitude construction during the jacking process, achieve the effect of full closure of the construction, and minimize the impact on traffic; at the same time, it meets the requirements of short construction period and low construction cost.

[0005] The utility model discloses a variable cross-section viaduct top-pushing construction protection structure, comprising a top-pushing temporary pier assembly, an assembled temporary pier assembly and a protection platform;

[0006] The jacking temporary pier assembly includes a temporary pier foundation I fixed at a preset position, a temporary pier column I installed on the temporary pier foundation I, and a transverse distribution beam I supported by the temporary pier column I;

[0007] A plurality of groups of said temporary jacking pier assemblies are arranged in a lateral interval to form a group of temporary jacking pier assemblies across a carriageway, and two groups of said temporary jacking pier assemblies adjacent in the lateral direction span one carriageway;

[0008] The temporary pier groups for pushing across the carriageway are multiple groups arranged at intervals along the pushing direction of the steel box girder;

[0009] The assembled temporary pier assembly includes a temporary pier foundation II fixed at a preset position, a temporary pier column II installed on the temporary pier foundation II, and a transverse distribution beam II supported by the temporary pier column II;

[0010] A plurality of groups of the temporary pier assemblies are arranged in a transverse interval to form a group of temporary pier assemblies across a carriageway, and two groups of temporary pier assemblies adjacent to each other in the transverse direction span one carriageway;

[0011] The temporary pier groups assembled across the carriageway are multiple groups arranged at intervals along the top-pushing direction of the steel box girder;

[0012] The top surface of the transverse distribution beam I and the top surface of the transverse distribution beam II are located in the same continuous plane;

[0013] The protection platform includes a longitudinal cushion beam and a supporting bridge deck. The longitudinal cushion beam is supported by the top surface of the transverse distribution beam I and the top surface of the transverse distribution beam II. There are a plurality of longitudinal cushion beams, and the plurality of longitudinal cushion beams are arranged at intervals in the transverse direction. The supporting bridge deck is supported by the longitudinal cushion beams adjacent in the transverse direction, and the supporting bridge deck is located directly above the top of the carriageway.

[0014] Furthermore, several groups of the cross-roadway pushing temporary pier groups and several groups of the cross-roadway assembly temporary pier groups are gathered in a preset area of ​​the existing road to form a steel box girder assembly area, and the protection platform is located in the steel box girder assembly area and supported by several groups of the cross-roadway pushing temporary pier groups and several groups of the cross-roadway assembly temporary pier groups.

[0015] Furthermore, it also includes a lifting equipment seating area located at the longitudinal rear side of the steel box girder assembly area; the temporary pier group assembled across the carriageway in the steel box girder assembly area is close to the lifting equipment seating area.

[0016] Furthermore, it also includes a steel box girder pushing and crossing area located on the longitudinal front side of the steel box girder assembly area, and there is an obstacle in the steel box girder pushing and crossing area; two groups of temporary pier groups for pushing across the carriageway are arranged in the steel box girder pushing and crossing area, and the obstacle is located between the two groups of temporary pier groups for pushing across the carriageway, so that the obstacle can be crossed by the two groups of temporary pier groups for pushing across the carriageway during the steel box girder pushing construction.

[0017] Furthermore, the temporary pier assembly further comprises a longitudinal distribution beam supported by the transverse distribution beam I and a cushion beam located on the top of the longitudinal distribution beam;

[0018] It also includes a jack for pushing the steel box beam, wherein the jack is supported at the longitudinal middle portion of the longitudinal distribution beam;

[0019] The pad beam includes a pushing pad beam supported by a jack in the longitudinal middle of the longitudinal distribution beam, a front supporting pad beam arranged on the front side of the pushing pad beam close to the longitudinal front end of the longitudinal distribution beam, and a rear supporting pad beam arranged on the rear side of the pushing pad beam close to the longitudinal rear end of the longitudinal distribution beam.

[0020] Furthermore, the assembled temporary pier assembly also includes a uniform-section steel box girder support member and a variable-section steel box girder support member;

[0021] The uniform cross-section steel box beam support member includes an auxiliary pier column I supported by a transverse distribution beam II;

[0022] The variable-section steel box beam support member includes an auxiliary pier column II supported by a transverse distribution beam II and a transverse distribution beam III supported by the auxiliary pier column II;

[0023] The top surface of the transverse distribution beam III and the top surface of the auxiliary pier column I are located in the same continuous plane.

[0024] Furthermore, the temporary pier pushing assembly also includes a truss I, which is connected between preset temporary pier columns I in a group of temporary pier pushing piers across the roadway; the temporary pier assembly also includes a truss II, which is connected between preset temporary pier columns II in a group of temporary pier assembly piers across the roadway.

[0025] Furthermore, it also includes a jack protection pad, which includes a supporting pad layer and a limiting limb, the limiting limb is connected to the bottom surface of the supporting pad layer, and the limiting limb is a plurality of pieces evenly distributed circumferentially at the horizontal center of the supporting pad layer; the jack protection pad is located between the push pad beam and the jack and is supported by the jack.

[0026] Furthermore, it also includes a flange column, wherein the flange column is composed of a plurality of sections, and the plurality of sections of the flange column are adjusted to support a preset target by increasing or decreasing the height direction;

[0027] The preset target includes a jack, a front support cushion beam and a rear support cushion beam, so that the jack, the front support cushion beam and the rear support cushion beam are respectively adjusted to a preset height through their corresponding flange column groups.

[0028] Furthermore, it also includes a cushion beam pad, which is divided into a plurality of cushion beam pads, and the plurality of cushion beam pads are arranged at the bottom of the steel box beam, and the plurality of cushion beam pads can adjust the height of the cushion layer supporting the steel box beam by increasing or decreasing the height direction.

[0029] The beneficial effects of the utility model are as follows: the utility model discloses a variable-section viaduct top-pushing construction protection structure, which has the characteristics of concentrated working surface, small safety risk, short construction period, and small traffic impact through the reasonable design of the main line bridge top-pushing support structure and the ramp top-pushing support structure; it can meet the safety requirements of high-altitude construction during the top-pushing process, achieve the effect of full closure of construction, and control the construction cost at the same time. It can be suitable for the characteristics of fast and high-quality construction of integrated variable-section urban viaduct steel box bridges, and professionally design temporary brackets to concentrate the hoisting operation area; combined with the on-site construction conditions, the temporary bracket span and foundation layout position are reasonably set to ensure the normal traffic capacity of the on-site traffic flow channel, thereby minimizing the impact on traffic. The arrangement of the specific structure avoids the impact of large machinery on existing cross-river bridges. It reduces safety risks, construction costs, and saves construction workers; by implementing the structure and construction method of the "main line bridge + ramp" integrated variable-section urban viaduct steel box bridge, it is ensured that the existing installation process can achieve relatively good effects in reducing on-site traffic impact, enhancing construction safety control, avoiding damage to existing cross-river bridges, and reasonably compressing the construction period. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] The utility model is further described below in conjunction with the accompanying drawings and embodiments:

[0031] Figure 1 It is a structural schematic diagram of the assembly area of ​​the steel box girder of the utility model;

[0032] Figure 2 This is a structural schematic diagram of a temporary pier group for pushing across a carriageway according to the utility model;

[0033] Figure 3 This is a structural schematic diagram of a temporary pier group assembled across a carriageway according to the utility model;

[0034] Figure 4 This is a schematic diagram of the top view of the protective platform of the utility model;

[0035] Figure 5 This is a side structural diagram of the protection platform of the utility model;

[0036] Figure 6 This is a schematic diagram of the main structure of the protection platform of the utility model;

[0037] Figure 7 It is a structural schematic diagram of the top-pushing support of the steel box girder of the utility model;

[0038] Figure 8 This is a structural schematic diagram of the beam pad block of the utility model;

[0039] Fig. 9 For this utility model Figure 8 Schematic diagram of the bottom structure;

[0040] Fig.10 This is a structural schematic diagram of the upper plugging pad of the utility model;

[0041] Fig.11 This is a structural schematic diagram of the jack protection pad of the utility model;

[0042] Fig.12 For this utility model Fig.11 Schematic diagram of the main structure;

[0043] Fig.13 For this utility model Fig.12 Schematic diagram of the structure in the middle AA direction;

[0044] Fig.14 It is a structural schematic diagram of the utility model. DETAILED DESCRIPTION

[0045] Figure 1 It is a schematic diagram of the structure of the utility model; Figure 2 It is a structural schematic diagram of the temporary pier assembly of the utility model; Figure 3 This is a structural schematic diagram of the utility model for assembling temporary pier components; Figure 4 This is a schematic diagram of the top view of the protective platform 003 of the utility model; Figure 5 This is a side structural diagram of the protection platform 003 of the utility model; Figure 6 This is a schematic diagram of the main structure of the protection platform 003 of the utility model; Figure 7 It is a structural schematic diagram of the top-pushing support of the steel box girder of the utility model; Figure 8 It is a structural schematic diagram of the cushion beam cushion block 15 of the utility model; Fig. 9 For this utility model Figure 8 Schematic diagram of the bottom structure; Fig.10 It is a structural schematic diagram of the upper plugging pad 21 of the utility model; Fig.11 It is a structural schematic diagram of the jack protection pad 22 of the utility model; Fig.12 For this utility model Fig.11 Schematic diagram of the main structure; Fig.13 For this utility model Fig.12 Schematic diagram of the structure in the middle AA direction; Fig.14 It is a schematic diagram of the structure of the utility model. As shown in the figure, the transverse direction is the direction in which the steel box girder crosses the road, the longitudinal direction is the direction in which the steel box girder is pushed, and the steel box girder is pushed from back to front in the longitudinal direction. The variable-section viaduct push construction protection structure in this embodiment includes a push temporary pier assembly, an assembled temporary pier assembly and a protection platform 003.

[0046] In this embodiment, the temporary pier assembly comprises a temporary pier foundation Ⅰ1 fixed at a preset position, a temporary pier column Ⅰ2 installed on the temporary pier foundation Ⅰ1, and a transverse distribution beam Ⅰ3 supported by the temporary pier column Ⅰ2;

[0047] A plurality of groups of said temporary jacking pier assemblies are arranged in a lateral interval to form a group of temporary jacking pier assemblies across the carriageway 001, and two groups of said temporary jacking pier assemblies adjacent in the lateral direction cross one carriageway;

[0048] The temporary pier assembly further includes a truss Ⅰ4, which is connected between preset temporary pier columns Ⅰ2 in a group of temporary piers across the carriageway 001;

[0049] The temporary pier groups 001 for pushing across the carriageway are multiple groups arranged at intervals along the pushing direction of the steel box girder.

[0050] More specifically, when constructing the temporary pier foundation Ⅰ1 on the existing road, try to avoid the driving lane. If it is impossible to avoid the driving lane, at least one two-way passage must be reserved between the adjacent temporary pier foundations Ⅰ1 in the width direction of the existing road, so as to reduce the impact on the traffic of existing vehicles during the top-pushing construction;

[0051] In this scheme, the temporary pier foundation Ⅰ1 is cast in situ, the temporary pier column Ⅰ2 is fixed on the top of the temporary pier foundation Ⅰ1, and a number of column reinforcement ribs are arranged around the bottom of the temporary pier column Ⅰ2 to improve the structural strength and meet the support requirements, and the temporary pier column Ⅰ includes at least two longitudinally close ribs, and the two longitudinally close temporary pier columns Ⅰ are connected to form a whole through a truss Ⅰ4; the transverse distribution beam Ⅰ3 is parallel to the transverse direction, and corresponds to the temporary pier column Ⅰ, and the transverse distribution beam Ⅰ3 includes at least two longitudinally close ribs; the jacking temporary pier components connected in the transverse direction to form a whole are arranged at intervals in the longitudinal direction, thereby forming a group of cross-roadway jacking temporary pier groups 001, and the temporary pier columns Ⅰ2 in a group of cross-roadway jacking temporary pier groups 001 are connected in the transverse direction through the truss Ⅰ4, so that the overall structure of a group of cross-roadway jacking temporary pier groups 001 is more stable, the support node strength is higher, it can better meet the support capacity of the preset target, and improve the construction safety.

[0052] In this embodiment, the assembled temporary pier assembly includes a temporary pier foundation II5 fixed at a preset position, a temporary pier column II6 installed on the temporary pier foundation II5, and a transverse distribution beam II7 supported by the temporary pier column II6;

[0053] A plurality of groups of the temporary pier assemblies are arranged in a transverse interval to form a group of temporary pier assemblies across the carriageway 002, and two groups of temporary pier assemblies adjacent in the transverse direction span one carriageway;

[0054] The temporary pier assembly also includes a truss II8, which is connected between preset temporary pier columns II6 in a group of temporary piers 002 for assembling across the roadway;

[0055] The temporary pier groups 002 assembled across the carriageway are multiple groups arranged at intervals along the jacking direction of the steel box girder.

[0056] More specifically, similar to the temporary pier assembly for jacking, the temporary pier foundation II5 should avoid the driving lane as much as possible during construction on the existing road. If it is impossible to avoid the driving lane, it is necessary to ensure that at least one two-way passage is reserved between the temporary pier foundations II5 adjacent to each other in the width direction of the existing road, so as to reduce the impact on the traffic of existing vehicles during jacking construction; and the connection line between the temporary pier foundation I1 and the temporary pier foundation II5 is roughly parallel to the longitudinal side of the steel box girder of the main line bridge supported by them, that is, the span of the jacking temporary pier assembly and the span of the assembled temporary pier assembly are similar to the linear shape of the steel box girder to be jacked, which is a linear shape that gradually widens from front to back, so as to meet the jacking requirements of the variable-section steel box girder with ramps and improve the construction reliability;

[0057] In this scheme, temporary pier foundation Ⅱ5 is cast in situ, temporary pier column Ⅱ6 is fixed on the top of temporary pier foundation Ⅱ5, and temporary pier column Ⅱ includes at least two columns close to each other in the longitudinal direction, and the two temporary pier columns close to each other in the longitudinal direction are connected by truss Ⅱ8 to form a whole; transverse distribution beam Ⅱ7 is parallel to the transverse direction, and corresponds to temporary pier column Ⅱ, and the transverse distribution beam Ⅱ7 includes at least two columns close to each other in the longitudinal direction; the assembled temporary pier components connected in the transverse direction to form a whole are arranged at intervals in the longitudinal direction, thereby forming a group of cross-roadway assembled temporary pier group 002, and the temporary pier columns Ⅱ6 in a group of cross-roadway assembled temporary pier group 002 are further connected in the transverse direction by truss Ⅱ8, so that the overall structure of a group of cross-roadway assembled temporary pier group 002 is more stable, the support node strength is higher, it can better meet the support capacity of the preset goals, and improve the construction safety.

[0058] Among them, the diameter of temporary pier column II is smaller than that of temporary pier column I, which reduces the construction cost while meeting the support strength.

[0059] The cross-carriageway top-pushing temporary pier group 001 and the cross-carriageway assembled temporary pier group 002 are designed through the planning of on-site traffic lanes, the reasonable setting of the temporary pier foundation position and the span of the portal structure, so as to maximize the guarantee of traffic organization while reducing traffic impact.

[0060] In this embodiment, the top surface of the transverse distribution beam I3 and the top surface of the transverse distribution beam II7 are located in the same continuous plane;

[0061] The protection platform 003 includes a longitudinal cushion beam 9 and a supporting bridge panel 10. The supporting bridge panel 10 adopts a finished trestle bridge deck load-bearing plate, which is composed of a single supporting bridge panel 10 formed by densely arranging small I-beams and welding thin steel plates. Adjacent supporting bridge panels are welded to form an integral cover above the existing lane; the longitudinal cushion beam 9 is supported by the top surface of the transverse distribution beam Ⅰ3 and the top surface of the transverse distribution beam Ⅱ7. There are several longitudinal cushion beams 9, and several longitudinal cushion beams 9 are arranged at intervals in the transverse direction. The supporting bridge panel 10 is supported by the longitudinal cushion beams 9 adjacent to each other in the transverse direction, and the supporting bridge panel 10 is located directly above the top of the driving lane; further, a force component pad is arranged at the bottom of the longitudinal cushion beam 9, and there are several force component pads. The longitudinal cushion beam 9 is supported by the top surface of the transverse distribution beam Ⅰ3 and the top surface of the transverse distribution beam Ⅱ7 through the force component pad; on the one hand, the top height of the protection platform is raised, and on the other hand, the construction is more convenient and the assembly point is more accurate. At the same time, the direct load on the pier is reduced to ensure construction safety.

[0062] In this embodiment, several groups of the cross-roadway pushing temporary pier groups 001 and several groups of the cross-roadway assembly temporary pier groups 002 are gathered in a preset area of ​​the existing road to form a steel box girder assembly area, and the said gathering means that several groups of the cross-roadway pushing temporary pier groups 001 and several groups of the cross-roadway assembly temporary pier groups 002 are close to each other in the longitudinal direction to form a strong support area; the said protection platform 003 is located in the steel box girder assembly area and is supported by several groups of the cross-roadway pushing temporary pier groups 001 and several groups of the cross-roadway assembly temporary pier groups 002; the steel box girder assembly area is mainly used for assembly, welding, elevation adjustment and pushing operations during the on-site steel box girder hoisting process; at the same time, the setting of the supporting bridge deck 10 also isolates the space between the upper construction area and the roadway below the temporary piers, so as to better ensure the traffic organization below, reduce the impact of construction on municipal road traffic, and ensure the convenience and safety of the construction site.

[0063] In this embodiment, it also includes a lifting equipment seating area located on the longitudinal rear side of the steel box girder assembly area; the lifting lifting equipment is arranged in the lifting equipment seating area, and the lifting equipment selects any equipment in the prior art that meets the construction standards to meet the lifting requirements, which will not be repeated here; the lifting equipment seating area and the steel box girder assembly area are close to each other, and the temporary pier group 002 for cross-carriageway assembly gathered in the steel box girder assembly area is close to the lifting equipment seating area, so as to facilitate short-distance vertical lifting, with lower construction difficulty and higher construction safety.

[0064] In this embodiment, it also includes a steel box girder top-pushing crossing area located at the longitudinal front side of the steel box girder assembly area, and there is an obstacle in the steel box girder top-pushing crossing area; two groups of the cross-roadway top-pushing temporary pier groups 001 are arranged in the steel box girder top-pushing crossing area, and the obstacle is located between the two groups of the cross-roadway top-pushing temporary pier groups 001, so that the obstacle can be crossed by the two groups of the cross-roadway top-pushing temporary pier groups 001 during the steel box girder top-pushing construction;

[0065] The obstacles in this scheme include the existing river channel close to the longitudinal front side of the steel box girder assembly area and the transverse carriageway intersecting with the top-pushing construction road on the longitudinal front side of the existing river channel; that is, in this scheme, the steel box girder top-pushing crossing area is divided into two groups on the longitudinal front side of the steel box girder assembly area, and a temporary top-pushing pier group 001 across the carriageway is arranged between the two groups of steel box girder top-pushing crossing areas to improve the overall top-pushing construction safety of the main line bridge steel box girder.

[0066] In the present embodiment, the large-span steel box girder is pushed as a whole. To ensure construction safety and reliability, a steel guide beam for pushing is also provided at the front end of the steel box girder of the main line bridge. The present scheme also includes a guide beam removal area located at the longitudinal front side of the steel box girder pushing and crossing area, and the steel guide beam is removed in the guide beam removal area. The guide beam removal area is close to the steel box girder pushing and crossing area at the longitudinal front end, thereby reducing construction difficulty and ensuring construction efficiency.

[0067] In this embodiment, a flange column 11 is also included. The flange column 11 is composed of several sections. The flange column 11 of several sections adjusts the support height to a preset target by increasing or decreasing in the height direction. It should be noted that, depending on factors such as the linear shape and height of the steel box girder, the flange column 11 may not be set or the setting height on each jacking bracket may be inconsistent, which shall be subject to the actual construction standard and will not be elaborated here.

[0068] This solution makes the flange column 11 into a standard segment with a moderate segment height, avoiding the modification of the size of the standard segment supporting piers, distribution beams and cushion beams, improving the effectiveness and convenience of component turnover and reducing construction costs.

[0069] In this embodiment, the increase or decrease of flange columns 11 on the same axis forms a group of flange column groups. Adjacent flange columns 11 in a group are fixed by bolts. The preset target support height can be adjusted by the flange column group without changing the standard pier segment height or adding auxiliary piers of corresponding height to the standard segment piers. This can better meet the versatility of the overall support structure of this scheme, especially when the construction site is close, and can greatly reduce the construction cost. Furthermore, the structure of not directly increasing the auxiliary piers also reduces the support height of the piers in the lower support structure, and the lower support structure can be more stable.

[0070] The preset target supported by the flange column group includes a jack 12, a front support beam 13 and a rear support beam 14, so that the jack 12, the front support beam 13 and the rear support beam 14 are respectively adjusted to a preset height through their respective corresponding flange column groups; the preset target can be temporarily and flexibly adjusted to a preset height through the corresponding flange column group to meet construction requirements, which will not be repeated here.

[0071] The use of flange column groups can solve the problem of insufficient support height of elevation segment piers. At the same time, there is no need to adjust the height of the distribution beam and the cushion beam, and it can flexibly meet the support requirements of the steel box beam with a preset height; all components used for the top-pushing support of the entire steel box beam can be used in a turnover manner, reducing construction costs, and in the later high-position beam-dropping construction steps, it can more conveniently and reliably meet construction requirements and improve construction quality; more specifically, for the top-pushing construction of steel box girders that do not require high-position beam drop, if the use of elevation columns can meet the top-pushing requirements, there is no need It is necessary to set up a flange column 11. If the elevation column of the turnover cannot meet the preset use height, or the elevation of the existing structure exceeds the preset assembly height of the bridge to be constructed during the jacking construction, and subsequent high-position beam drop is required, the setting of the flange column group is particularly effective and necessary. The lifting pad height of the steel box girder is controllable, which can more stably enable the steel box girder to complete the high-position beam drop and improve the construction quality. Alternatively, the flange column 11 can also be used to raise a low-lying structure somewhere. In other words, the setting of the flange column 11 is suitable for reliable, effective and convenient construction, which will not be repeated here.

[0072] In this embodiment, it also includes a cushion beam pad 15, which is arranged at the top of the structure supporting the steel box beam; the cushion beam pad 15 is a plurality of blocks, and a plurality of the cushion beam pads 15 are arranged at the bottom of the steel box beam, and a plurality of the cushion beam pads 15 are adjusted in height by increasing or decreasing the height direction to adjust the cushion layer height supporting the steel box beam. The structure supporting the steel box beam includes a top push cushion beam 16, a front support cushion beam 13 and a rear support cushion beam 14; during actual construction, the cushion beam pad 15 is arranged at the top of the corresponding structure according to the site requirements to meet the support requirements for the steel box beam, which will not be repeated here.

[0073] In this embodiment, the addition or reduction of the beam pads 15 on the same axis forms a group of beam pads, and the beam pads are used to make the bottom surface of the steel box girder supported by the preset support structure through the beam pads;

[0074] The thickness of one of the beam pads 15 is not greater than the height of one flange column 11, and in the present embodiment, the stacked height of a preset number of beam pads 15 is roughly consistent with the height of one flange column 11. The meaning of being roughly consistent is that dimensional changes caused by wear or dimensional changes affected by manufacturing precision can be allowed on a consistent basis, which will not be elaborated here; the reliability of subsequent high-position beam dropping is improved, and the construction quality is improved.

[0075] According to the requirements of jacking and positioning, the linear requirements of each point in the jacking process are guaranteed; after the main line bridge steel box girder and the ramp steel box girder start jacking, the height of the beam pad group above the jack 12 needs to be adjusted according to the changed linear shape and arch value during the jacking process to ensure stability during jacking. The beam pad 15 is flexible to use and convenient to arrange, which greatly improves the progress and quality of the jacking construction of the steel box girder, can meet the support effectiveness of the beam on the steel box girder, improve construction safety, and overcome the problem of large amount of steel plates and troublesome stacking or unloading, so that the construction cost is effectively controlled; and in order to further ensure the stability and construction quality of the jacking construction, the structure used to support the steel box girder will also be supplemented with a corresponding beam pad group, which will not be repeated here;

[0076] At the same time, during the jacking process, the lateral deviation and adjustment of the steel box girder should be carried out according to the actual situation to ensure that the force center of gravity of the steel box girder is located directly above the existing temporary pier support to maintain the safety and stability of the jacking system.

[0077] In this embodiment, the beam pad 15 includes a top plate 151 and a plurality of supporting ribs 152 vertically connected to the bottom surface of the top plate 151. On the one hand, the use height of the beam pad 15 is increased, thereby replacing the stacked steel plates of the same height. On the other hand, the vertical method can ensure that the structural strength of the beam pad 15 meets the construction requirements, and the stacking and unloading are convenient. At the same height, only one beam pad 15 is needed to replace the stacking of multiple steel plates, which is lighter in weight, more efficient in construction, and the construction cost can be controlled in a lower range.

[0078] A number of the supporting ribs 152 divide the bottom of the top plate 151 into a number of force distribution areas, and the force distribution areas converge toward the center of the horizontal plane of the top plate 151 to improve the support reliability. The horizontal plane is perpendicular to the vertical direction, and in this solution, the top plate 151 is a rectangular plate, and a number of the supporting ribs 152 are connected to the bottom surface of the top plate 151 in a mutually perpendicular manner, that is, the supporting ribs 152 are mutually perpendicular to form a "well"-shaped structure, and the mutually perpendicular supporting ribs 152 are also perpendicular to the edges of the rectangular plates on the corresponding sides; combined with the technical feature that the top plate 151 is perpendicular to the supporting ribs 152, each force distribution area is a rectangular cavity, which further improves the structural reliability and force transmission stability of the pad beam and pad block 15, and meets the support requirements for the steel box girder.

[0079] In this embodiment, the use of the flange column group and the pad beam and pad block group can meet the requirements of adjusting the elevation and load transfer of the steel box girder, and can carry out the jacking construction of the steel box girder more quickly, rapidly, safely and reliably.

[0080] In this embodiment, the temporary pier assembly further includes a longitudinal distribution beam 17 supported by a transverse distribution beam Ⅰ3 and a cushion beam located at the top of the longitudinal distribution beam 17; the longitudinal distribution beam 17 is parallel to the longitudinal direction, and the cushion beam is parallel to the transverse direction; the transverse distribution beam Ⅰ3 and the longitudinal distribution beam 17 separate the columnar pier structure to further enhance the stability of the steel box beam support, reduce the deformation of the weak stress area caused by the large force on the top and the small force on the bottom of the temporary pier column Ⅰ2, and enhance construction safety.

[0081] In this embodiment, it also includes a jack 12 for pushing the steel box beam, and the jack 12 is supported in the longitudinal middle part of the longitudinal distribution beam 17; the pad beam includes a pushing pad beam 16 supported by the jack 12 in the longitudinal middle part of the longitudinal distribution beam 17, a front supporting pad beam 13 arranged on the front side of the pushing pad beam 16 close to the longitudinal front end of the longitudinal distribution beam 17, and a rear supporting pad beam 14 arranged on the rear side of the pushing pad beam 16 close to the longitudinal rear end of the longitudinal distribution beam 17.

[0082] Since the main line bridge jacking steel box girder has a wider span and a longer longitudinal span, in order to avoid concentrated force on the supporting nodes, in this solution, the front supporting cushion beam 13 is slightly forward of the transverse distribution beam Ⅰ3 arranged on the front side of the bottom supporting the longitudinal distribution beam 17, and the rear supporting cushion beam 14 is slightly backward of the transverse distribution beam Ⅰ3 arranged on the rear side of the bottom supporting the longitudinal distribution beam 17; not only the longitudinal width of the supporting steel box girder structure is expanded, but also the reliability of the bottom supporting structure to the top supporting structure is improved, which greatly disperses the downward force transmission of the steel box girder and improves the safety of the steel box girder jacking construction; the front is the longitudinal steel box girder jacking advancing direction, and the rear is opposite to the front in the longitudinal direction.

[0083] More specifically, the jack 12 is supported by flange column group I in the longitudinal middle of the longitudinal distribution beam 17, and the jack 12 supports the push pad beam 16. The flange column group I supported by the jack 12 is divided into two groups distributed in the longitudinal middle of the longitudinal distribution beam 17, which meets the requirements of the jack 12 for step-by-step construction; the top of the push pad beam 16 adjusts the line shape of the main line bridge steel box girder through the pad beam and pad block group I; the front support pad beam 13 is supported by flange column group II at the longitudinal front end of the longitudinal distribution beam 17; the top of the front support pad beam 13 adjusts the line shape of the main line bridge steel box girder through the pad beam and pad block group II; the rear support pad beam 14 is supported by flange column group III at the longitudinal rear end of the longitudinal distribution beam 17; the top of the rear support pad beam 14 adjusts the line shape of the main line bridge steel box girder through the pad beam and pad block group III.

[0084] In this embodiment, the assembled temporary pier assembly further includes a uniform cross-section steel box girder support component and a variable cross-section steel box girder support component;

[0085] The uniform cross-section steel box beam support member includes an auxiliary pier column Ⅰ18 supported by a transverse distribution beam Ⅱ7; the uniform cross-section steel box beam support member is used to support the uniform cross-section auxiliary box of the main line bridge steel box beam;

[0086] The variable-section steel box girder support structure includes an auxiliary pier II19 supported by a transverse distribution beam II7 and a transverse distribution beam III20 supported by the auxiliary pier II19; the top surface of the transverse distribution beam III20 and the top surface of the auxiliary pier I18 are located in the same continuous plane, together forming a reliable support for the steel box girder; the longitudinally adjacent transverse distribution beams III20 are connected by diagonal braces to improve the structural reliability; the variable-section steel box girder support structure is used to support the variable-section sub-box of the main line bridge steel box girder; by adjusting the length of the transverse distribution beam III20 to adapt to the variable-section sub-boxes in different positions and different spans, the layout is more flexible and the construction efficiency is higher.

[0087] During the actual construction, before the mainline bridge steel box girder is pushed, the segmented mainline bridge steel box girder is transported to the steel box girder assembly area through the lifting equipment set up in the lifting equipment seating area, and the mainline bridge steel box girder welding and anti-corrosion coating and other pre-pushing preparations are completed on the protection platform 003; the lifting equipment can be any one of the existing technologies that meets the construction requirements, which will not be repeated here; the mainline bridge steel box girder segmented continuous lifting, assembly and pushing cycle construction until the mainline bridge steel box girder is fully assembled. After the assembly is completed, the main line bridge steel box girder that forms the whole is uniformly pushed to the preset position; during the pushing process, the linear requirements of each point of the main line bridge steel box girder are guaranteed according to the requirements of pushing into place; after the main line bridge steel box girder starts to be pushed, the height of the cushion beam and cushion block group at the corresponding position needs to be adjusted according to the changed linear shape and arch value during the pushing process to ensure the stability of the main line bridge steel box girder during the pushing. After the main line bridge steel box girder is pushed into place, the main line bridge steel box girder ground correction and beam dropping and other positioning work are carried out.

[0088] In this embodiment, the jack 12 is selected from any one of the prior art, and is equipped with a corresponding jack 12 step-by-step jacking system in the prior art. Before the steel box girder is pushed, the jack 12 push system needs to be installed and debugged synchronously, so that the steel box girder can complete the step-by-step synchronous jacking, thereby improving the construction progress and quality.

[0089] Compared with the assembled temporary pier assemblies, each of the temporary pier assemblies is designed with a synchronous jacking system. The jacks 12 are located on the longitudinal distribution beam 17. The central control center controls all the jacks 12 to perform synchronous jacking work to push the main line bridge steel box girder forward in a predetermined direction.

[0090] Compared with the existing steel box girder installation technology, the utility model avoids the characteristics of the traditional bracket hoisting method, such as a wide working surface during installation, wide impact on traffic during hoisting, and greater danger. It has the characteristics of concentrated working surface, small safety risk, short construction period, and small traffic impact. In view of the characteristics of the one-piece variable-section urban elevated steel box bridge, the utility model innovatively adopts a construction plan with jacking as the main method and hoisting as the auxiliary method, which meets the specific requirements of the actual on-site construction, professionally designs the temporary bracket, and concentrates the hoisting operation area. Combined with the on-site construction conditions, the temporary bracket span and foundation layout position are reasonably set to enhance construction safety while ensuring the normal traffic capacity of the on-site traffic channel, thereby minimizing the impact on traffic. Furthermore, through reasonable construction organization, the hoisting time and jacking construction time can be streamlined, thereby greatly compressing the installation and delivery time of the overall project.

[0091] In this embodiment, it also includes an upper plugging pad 21 for supporting the bottom surface of the steel box girder, the upper plugging pad 21 includes a base with the same structure as the pad 15 and a functional pad 211 arranged on the upper surface of the base, the functional pad 211 is located between the base and the bottom surface of the steel box girder, the stiffness of the functional pad 211 is lower than the stiffness of the base; the friction coefficient of the functional pad 211 is lower than the friction coefficient of the base; the purpose of using the upper plugging pad 21 is to reduce the hard direct contact between the bottom of the steel box girder and the jacking mechanism and the supporting structure, reduce the friction coefficient, protect the integrity of the paint surface of the steel box girder during the jacking construction process, reduce the risk of deformation and peeling of the paint on the bottom of the steel box girder, the construction quality is improved, and the step of later touch-up paint construction is eliminated, shortening the construction period.

[0092] In this embodiment, the functional cushion layer 211 is a polytetrafluoroethylene plate fixed on the top surface of the top plate 151, or other low-rigidity plates with a polytetrafluoroethylene coating, such as a polyethylene plate or a polyvinyl chloride plate, which will not be described in detail here; the functional cushion layer 211 of this scheme is a polytetrafluoroethylene plate fixed on the top surface of the top plate 151, which has the advantages of low cost and controllable cost; the ratio of the thickness of the functional cushion layer 211 to the thickness of the top plate 151 is between 0.55 and 0.65, and the ratio is 0.6 in this scheme, which avoids the poor stability of the steel box girder caused by a large ratio and the inadequate paint protection caused by a small ratio. On the one hand, it meets the support strength, and on the other hand, it meets the jacking requirements and improves the construction quality.

[0093] In this embodiment, the upper plugging pad 21 includes an upper plugging pad I arranged at the top of the top push pad beam 16 for supporting the bottom surface of the steel box beam, an upper plugging pad II arranged at the top of the front support pad beam 13 for supporting the bottom surface of the steel box beam, and an upper plugging pad III arranged at the top of the rear support pad beam 14 for supporting the bottom surface of the steel box beam;

[0094] The upper plugging pad block I, the upper plugging pad block II and the upper plugging pad block III respectively form support for the steel box girder through their respective corresponding pad beam pad block groups.

[0095] In this embodiment, a jack protection pad 22 is also included, and the jack protection pad 22 includes a supporting pad layer and a limiting limb 224. The limiting limb 224 is connected to the bottom surface of the supporting pad layer, and the limiting limb 224 is a plurality of pieces uniformly distributed circumferentially at the horizontal center of the supporting pad layer; the use of the jack protection pad 22 can increase the force application area of ​​the lifting end of the jack 12, disperse the load transmitted by the steel box girder, and improve the safety of the steel box girder jacking construction; the lifting end of the jack 12 of this scheme is provided with the jack protection pad 22, and a plurality of pieces of the limiting limb 224 are radially uniformly distributed at the corresponding lifting end of the jack 12, which can prevent the displacement of the jack protection pad 22 and improve the construction safety; the arrangement of the limiting limb 224 further improves the support effectiveness and reliability of the jack 12 on the main line bridge steel box girder.

[0096] In this embodiment, the support pad layer includes an upper pad 221, a lower pad 223 and a connecting rib 222. The upper pad 221 and the lower pad 223 are parallel, and the connecting rib 222 vertically connects the upper pad 221 and the lower pad 223 to improve the reliability of the structure; the upper pad 221 and the lower pad 223 have the same structure, and in the vertical projection, the upper pad 221 and the lower pad 223 overlap and are connected by the connecting rib 222; the connecting rib 222 is a plurality of pieces, and the plurality of connecting ribs 222 are connected between the upper pad 221 and the lower pad 223 in a mutually perpendicular manner; the reliability of the structure and the uniformity of force transmission are improved;

[0097] More specifically, the upper pad 221 and the lower pad 223 are rectangular plates with the same structure, and a plurality of mutually perpendicular connecting ribs 222 divide the area between the upper pad 221 and the lower pad 223 into a plurality of force transmission cavities of approximately equal size, further improving the structural reliability and force transmission stability of the jack protection pad 22, and meeting the stable and reliable support requirements for the top push pad beam 16;

[0098] The thickness of the connecting rib 222 parallel to the length direction of the lower pad 223 is 1.8 to 2.2 times the thickness of the connecting rib 222 perpendicular to the length direction of the lower pad 223. In this scheme, the thickness of the connecting rib 222 parallel to the length direction of the lower pad 223 is twice the thickness of the connecting rib 222 perpendicular to the length direction of the lower pad 223, so that the dimensions of the force transmission chamber are approximately the same, with only a small size difference; when the jack protection pad 22 is in use, the thicker connecting rib 222 is parallel to the horizontal arrangement, and the thicker connecting rib 222 can provide stronger rigid support for the existing structure, ensure the reliability and effectiveness of the use of the jack protection pad 22, and enable the jack 12 to provide more reliable force conditions.

[0099] In this embodiment, the supporting cushion layer also includes a reinforcing rib 225 arranged near the center of the horizontal plane of the lower pad 223; the reinforcing rib 225 is perpendicular to the length direction of the lower pad 223, and the top and bottom ends of the reinforcing rib 225 along the width direction of the lower pad 223 are respectively connected to the connecting rib 222 close thereto; the reinforcing rib 225 is composed of a plurality of pieces, and the plurality of pieces of the reinforcing rib 225 are arranged at intervals along the length direction of the lower pad 223, and the projections of the plurality of pieces of the reinforcing rib 225 in the length direction of the lower pad 223 overlap; the use of the reinforcing rib 225 in the jack protection pad 22 can further enhance the protection of the lifting end of the jack 12, and ensure the reliability and effectiveness of the use of the jack protection pad 22. At the same time, since the structure there is at a node with strong force, it is more necessary to make reliable structural reinforcement there to enhance the structural strength, meet construction requirements, and enhance construction safety.

[0100] More specifically, in the present embodiment, the connecting ribs 222 parallel to the length direction of the lower pad 223 are two symmetrically distributed in the upper and lower parts of the horizontal center of the lower pad 223, and the connecting ribs 222 perpendicular to the length direction of the lower pad 223 are four symmetrically distributed in the left and right parts of the horizontal center of the lower pad 223; the reinforcing ribs 225 are three pieces correspondingly connected in the force transmission cavity distributed near the horizontal center of the lower pad 223, and the three reinforcing ribs 225 are distributed in sequence and connected in the middle of the corresponding force transmission cavity.

[0101] In this embodiment, the bottom surface of the lower pad 223 is parallel to the horizontal plane, the top surface of the lower pad 223 is supported by the top surface of the lifting end of the jack 12, and the top surface of the upper pad 221 supports the bottom surface of the jacking pad beam 16. The center of the horizontal surface of the supporting pad layer coincides with the lifting center of the lifting end of the jack 12 in the vertical direction; the safety of the jacking construction process is improved, and at the same time, the force applied by the jack 12 can be completely converted into effective lifting force, thereby improving the construction quality.

[0102] In this embodiment, the limiting limb 224 is vertically connected to the bottom surface of the lower pad 223; the clockwise connecting line dimension of the inner edge of the limiting limb 224 is consistent with the radial dimension of the lifting end of the jack 12, thereby improving the reliability and force stability of the jack 12 and preventing construction safety problems caused by the change of the lifting position of the jack 12; the width direction of the lower pad 223 is slightly larger than the radial dimension of the lifting end of the jack 12, and the limiting limb 224 is four pieces correspondingly distributed at the four corners of the lower pad 223, and the corresponding extension lines of the four limiting limbs 224 pass through the horizontal center of the lower pad 223, further improving the reliability and force stability of the jack 12.

[0103] Finally, it should be noted that the above embodiments are only used to illustrate the technical solution of the utility model rather than to limit it. Although the utility model has been described in detail with reference to the preferred embodiments, ordinary technicians in the field should understand that the technical solution of the utility model can be modified or replaced by equivalents without departing from the purpose and scope of the technical solution of the utility model, which should be included in the scope of the claims of the utility model.

Claims

1. A protective structure for the top-pushing construction of a variable-section viaduct, characterized in that: Including pushing temporary pier components, assembling temporary pier components and protective platforms; The jacking temporary pier assembly includes a temporary pier foundation I fixed at a preset position, a temporary pier column I installed on the temporary pier foundation I, and a transverse distribution beam I supported by the temporary pier column I; A plurality of groups of said temporary jacking pier assemblies are arranged in a lateral interval to form a group of temporary jacking pier assemblies across a carriageway, and two groups of said temporary jacking pier assemblies adjacent in the lateral direction span one carriageway; The temporary pier groups for pushing across the carriageway are multiple groups arranged at intervals along the pushing direction of the steel box girder; The assembled temporary pier assembly includes a temporary pier foundation II fixed at a preset position, a temporary pier column II installed on the temporary pier foundation II, and a transverse distribution beam II supported by the temporary pier column II; A plurality of groups of the temporary pier assemblies are arranged in a transverse interval to form a group of temporary pier assemblies across a carriageway, and two groups of temporary pier assemblies adjacent to each other in the transverse direction span one carriageway; The temporary pier groups assembled across the carriageway are multiple groups arranged at intervals along the top-pushing direction of the steel box girder; The top surface of the transverse distribution beam I and the top surface of the transverse distribution beam II are located in the same continuous plane; The protection platform includes a longitudinal cushion beam and a supporting bridge deck. The longitudinal cushion beam is supported by the top surface of the transverse distribution beam I and the top surface of the transverse distribution beam II. There are a plurality of longitudinal cushion beams, and the plurality of longitudinal cushion beams are arranged at intervals in the transverse direction. The supporting bridge deck is supported by the longitudinal cushion beams adjacent in the transverse direction, and the supporting bridge deck is located directly above the top of the carriageway.

2. The variable cross-section viaduct top-pushing construction protection structure according to claim 1 is characterized by: Several groups of the cross-roadway pushing temporary pier groups and several groups of the cross-roadway assembly temporary pier groups are gathered in a preset area of ​​the existing road to form a steel box girder assembly area, and the protection platform is located in the steel box girder assembly area and is supported by several groups of the cross-roadway pushing temporary pier groups and several groups of the cross-roadway assembly temporary pier groups.

3. The variable cross-section viaduct top-pushing construction protection structure according to claim 2 is characterized by: It also includes a lifting equipment seating area located at the longitudinal rear side of the steel box girder assembly area; and a temporary pier group assembled across the carriageway in the steel box girder assembly area is close to the lifting equipment seating area.

4. The variable cross-section viaduct top-pushing construction protection structure according to claim 2 is characterized by: It also includes a steel box girder pushing and crossing area located on the longitudinal front side of the steel box girder assembly area, and there is an obstacle in the steel box girder pushing and crossing area; two groups of temporary pier groups for pushing across the carriageway are arranged in the steel box girder pushing and crossing area, and the obstacle is located between the two groups of temporary pier groups for pushing across the carriageway, so that the obstacle can be crossed by the two groups of temporary pier groups for pushing across the carriageway during the steel box girder pushing construction.

5. The variable cross-section viaduct top-pushing construction protection structure according to claim 1 is characterized by: The temporary pier assembly further comprises a longitudinal distribution beam supported by the transverse distribution beam I and a cushion beam located on the top of the longitudinal distribution beam; It also includes a jack for pushing the steel box beam, wherein the jack is supported at the longitudinal middle portion of the longitudinal distribution beam; The pad beam includes a pushing pad beam supported by a jack in the longitudinal middle of the longitudinal distribution beam, a front supporting pad beam arranged on the front side of the pushing pad beam close to the longitudinal front end of the longitudinal distribution beam, and a rear supporting pad beam arranged on the rear side of the pushing pad beam close to the longitudinal rear end of the longitudinal distribution beam.

6. The variable cross-section viaduct top-pushing construction protection structure according to claim 1 is characterized by: The assembled temporary pier assembly also includes a uniform cross-section steel box girder support component and a variable cross-section steel box girder support component; The uniform cross-section steel box beam support member includes an auxiliary pier column I supported by a transverse distribution beam II; The variable-section steel box beam support member includes an auxiliary pier column II supported by a transverse distribution beam II and a transverse distribution beam III supported by the auxiliary pier column II; The top surface of the transverse distribution beam III and the top surface of the auxiliary pier column I are located in the same continuous plane.

7. The variable cross-section viaduct top-pushing construction protection structure according to claim 1 is characterized by: The temporary pier assembly further includes a truss I, which is connected between preset temporary pier columns I in a group of temporary piers across the roadway; the temporary pier assembly further includes a truss II, which is connected between preset temporary pier columns II in a group of temporary piers across the roadway.

8. The variable cross-section viaduct top-pushing construction protection structure according to claim 1 is characterized by: It also includes a jack protection pad, which includes a supporting pad layer and a limiting limb. The limiting limb is connected to the bottom surface of the supporting pad layer, and the limiting limb is a plurality of pieces uniformly distributed circumferentially at the horizontal center of the supporting pad layer. The jack protection pad is located between the top push pad beam and the jack and is supported by the jack.

9. The variable cross-section viaduct top-pushing construction protection structure according to claim 1 is characterized by: It also includes a flange column, wherein the flange column is composed of a plurality of sections, and the flange columns of the plurality of sections are adjusted to support a preset target by increasing or decreasing in height direction; The preset target includes a jack, a front support cushion beam and a rear support cushion beam, so that the jack, the front support cushion beam and the rear support cushion beam are respectively adjusted to a preset height through their corresponding flange column groups.

10. The variable cross-section viaduct top-pushing construction protection structure according to claim 1 is characterized by: It also includes a beam pad block, which is divided into a plurality of beam pad blocks, and the plurality of beam pad blocks are arranged at the bottom of the steel box beam. The plurality of beam pad blocks can adjust the height of the pad layer supporting the steel box beam by increasing or decreasing in the height direction.

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