Construction method for rapid cast-in-place construction of viaduct passing through buildings and combined support structure

Abstract

The invention discloses a method for rapid construction of a viaduct through a building cast in situ and a combined support structure. After the viaduct piers or building support structures are constructed, steel plates are embedded layer by layer in the surrounding building support foundations to ensure that the centers of the upper and lower embedded steel plates are on the same vertical axis; the support columns are hoisted so that the centers of the support columns are aligned with the centers of the embedded steel plates in the support foundations, the lower ends of the support columns are fixedly connected to the embedded steel plates, and the upper ends are reserved for height adjustment. The support columns are pre-supported layer by layer on the floor slabs in the floors as the structure is constructed; a top conversion beam is installed at the top as the upper structure of the cast-in-situ support; after the pre-pressing and cast-in-situ construction is completed, the elevation adjustment device and the support columns are removed from top to bottom. The invention transfers the load of the viaduct bridge slab to the foundation layer by layer, the force transmission path is reasonable and the system is safe, which is conducive to reducing the amount of materials, accelerating the construction progress, reducing the construction cost, ensuring safety, and realizing the rapid cast-in-situ construction of the viaduct through the building.

Description

Technical Field

[0001] The present invention relates to the technical field of cast-in-place bridge supports, and particularly to a synchronous construction method of "bridge-building co-construction" and a cast-in-place rapid construction method in a special scenario where a viaduct passes through a building, and a cast-in-place combined support structure for a viaduct passing through a building based on this method. Background Art

[0002] With the continuous advancement of urbanization and the intensive comprehensive utilization of urban space, the "bridge-building co-construction" mode of synchronous development and construction of urban elevated stations and surrounding buildings has become a major trend. However, this mode poses great challenges to the cast-in-place construction of viaducts passing through buildings.

[0003] In this construction method, when the elevated bridge slab is constructed by the cast-in-place method, it will be affected by the surrounding building working surfaces. When constructing the upper cast-in-place beam and slab, it is impossible to directly set up a floor-standing support. Therefore, it is necessary to consider setting the support within the building floors.

[0004] Due to the large construction load of the cast-in-place beam and slab, the traditional method is to retain the full hall support on the building floor slab to bear the load of the upper beam and slab, and transfer the load layer by layer to the foundation. This method will cause a large amount of formwork and scaffolding materials to be piled up within the floor, not only increasing the construction complexity, but also reducing the material turnover rate, and greatly affecting the construction progress. Summary of the Invention

[0005] The technical problem to be solved by this application is to provide a cast-in-place rapid construction method and a combined support structure for a viaduct passing through a building, so as to reduce the material input during the construction of the viaduct passing through the building, and at the same time improve the construction speed.

[0006] The technical solution of the present invention is realized as follows:

[0007] A cast-in-place rapid construction method for a viaduct passing through a building, characterized by at least including the following steps:

[0008] (1) After the construction of the elevated bridge piers or the building support structures for supporting the viaduct, strengthen the surrounding building support foundation, embed steel plates layer by layer in the support foundation, and ensure that the centers of the upper and lower embedded steel plates are on the same vertical axis;

[0009] (2) Hoist the support columns so that the centers of the support columns are aligned with the centers of the embedded steel plates in the support foundation. The lower end of the support column is fixedly connected to the bottom embedded steel plate, and a height adjustment space is reserved between the upper end and the top embedded steel plate, and a elevation adjustment device is set. The support columns are pre-supported layer by layer on the floor slabs within the floor and concentrically arranged along with the construction progress of the surrounding building main structure;

[0010] (3) After the pre-support installation of the columns is completed layer by layer, the top transfer beam is installed on the top of the topmost column as the upper structure of the cast-in-place support, the bottom formwork is laid, the support is pre-pressed, and finally the cast-in-place beam and slab construction is carried out;

[0011] (4) After the cast-in-place construction is completed, all frames including the supporting foundation and the top transfer beam are dismantled from top to bottom.

[0012] In the above technical solution, after the top transfer beam is installed, in step (3), settlement monitoring points are arranged at the most unfavorable stress points of each layer of supporting columns and the top transfer beam, a bottom form is laid on the top of the transfer beam, and the support system is pre-pressed in a graded and gradually pressurized manner using pre-pressing blocks. After each level of pre-pressing, the data measured at the settlement monitoring points are compared with the target control value, and the next level of pre-pressing is performed when the requirements are met.

[0013] In the above technical solution, after the pre-pressing in step (3) is completed, the loading and unloading is carried out from both ends to the middle and from both sides to the middle.

[0014] In the above technical solution, step (3) is loaded in three stages, with the first, second and third stages being loaded to 60%, 100% and 120% of the total load respectively.

[0015] In the above technical solution, in step (4), the top conversion beam is first removed, and then the elevation adjustment device and the supporting columns are removed.

[0016] In the above technical solution, step (4) utilizes the manual fall chains hung on the lifting ears on each top embedded steel plate as support points to remove the elevation adjustment device and the supporting columns.

[0017] In the above technical solution, the size of the embedded steel plate is designed based on the principle that the local bearing capacity of the supporting foundation is not less than the most unfavorable support reaction force, and the grade, quantity, diameter, position and length of the anchor steel bars in the embedded steel plate are calculated.

[0018] In the above technical solution, the surface of the embedded steel plate is treated with anti-rust treatment; the embedded steel plate is welded with lifting ears that meet the requirements of dismantling the supporting columns.

[0019] In the above technical scheme, during the construction process, the supporting foundation of the surrounding buildings needs to be judged whether it needs to be strengthened based on the comparison result of the shear bearing capacity and the most unfavorable reaction force transmitted by the cast-in-place beams and slabs; if strengthening is required, at least one of the measures such as increasing the thickness of the supporting foundation, locally increasing the steel bars and embedding steel plates is adopted.

[0020] In the above technical solution, the supporting columns are set from the lowest surrounding building support foundation to the bottom of the top conversion beam. The floor slabs in the building floors are only used for force transmission, and the supporting columns are arranged to avoid structural beams and column components. The material, model and number of the supporting columns are determined based on the load transmitted by the viaduct.

[0021] In the above technical solution, the top conversion beam is not limited to a specific form and can adopt the common support forms of elevated cast-in-place beams. The top conversion beam of the present invention is composed of a load-bearing cross beam, a Bailey beam, a distribution cross beam, a full hall support frame, a flange plate support, and longitudinal wooden beams. According to the load transmitted by the viaduct, the specific form of the top conversion beam and the specifications, models, and quantities of the component members are determined.

[0022] In the above technical solution, after the top conversion beam is installed, settlement monitoring points are arranged at the most unfavorable stress points of each layer of support columns and the top conversion beam. A bottom formwork is laid on the top of the conversion beam, and the support system is preloaded with preloading blocks, with three levels of loading. The first level, the second level, and the third level are respectively loaded to 60%, 100%, and 120% of the total load. After each level of preloading, the measured data of the settlement monitoring points is compared with the target control value. After meeting the requirements, the next level of preloading is carried out. After the preloading is completed, the load is unloaded from both ends to the middle and from both sides to the middle.

[0023] In the present invention, the cast-in-place beam slab is constructed according to the conventional construction process, which specifically includes formwork engineering construction, steel bar engineering construction, concrete engineering construction, and prestress construction.

[0024] According to the contribution of the present invention, the present invention also proposes a combined support structure for the above construction process, which is characterized by including:

[0025] Support columns, which are pre-supported and installed layer by layer between each floor of the building around the completed elevated bridge pier columns, and are concentrically arranged from the surrounding building support foundation to the top floor;

[0026] Embedded steel plates, which are respectively embedded on the upper surface and the lower surface of each floor slab and are used to fix the support columns; the centers of the embedded steel plates of the support columns at the same projection position are located on the same vertical line up and down on different floors;

[0027] Elevation adjustment devices, which are installed between the top of the support column and the embedded steel plate on the lower surface of the upper floor slab and are used to realize the elevation adjustment and form removal of the support;

[0028] Top conversion beams, which are erected on the top of the top floor support columns and are used for preloading and cast-in-place supports.

[0029] Furthermore, lifting lugs are provided on the embedded steel plates for the lower surface.

[0030] Furthermore, the top conversion beam includes a load-bearing beam and a distribution beam from bottom to top; the load-bearing beam and the two layers of distribution beams are all arranged horizontally, and are all arranged in pairs with the longitudinal center line axis of the track; a full-floor support frame is arranged between the two layers of distribution beams with different installation heights; a number of Bailey beams are arranged vertically at intervals along the height direction between the bottom load-bearing beam and the bottom distribution beam, and the distribution of the Bailey beams is symmetrical about the longitudinal center line axis of the track; on the upper surface of the top distribution beam, longitudinal wooden beams are arranged symmetrically with the longitudinal center line axis of the distribution beam.

[0031] Furthermore, the transverse ends of the longitudinal wooden beam extend toward the transverse edge relative to the longitudinal center line, and are tilted after a set distance to form a tilted structure. A flange plate bracket is arranged between the tilted structure and the upper surface of the distribution beam to form a vertical support for the tilted structure.

[0032] Compared with the prior art, the advantages of the present invention are as follows:

[0033] The present invention adopts a support system of "building structure support foundation reinforcement + floor-by-floor pre-support of columns within the floors + top conversion beams" to transfer the load of the elevated bridge slab to the foundation layer by layer, thereby realizing rapid cast-in-place construction of the elevated bridge passing through the building.

[0034] The support system proposed in the present invention can realize the early removal of the full-height support frames in the floors of traditional buildings, improve the turnover rate of the full-height support frames, facilitate the interlacing of the interior decoration and decoration processes of the building, speed up the construction progress, and save the construction period.

[0035] Compared with the full-chair scaffolding method, the scaffolding system proposed by the present invention reduces the amount of materials used, lowers the construction cost, and has obvious green construction benefits.

[0036] The support system proposed by the present invention utilizes surrounding buildings as the supporting foundation for support construction, thus avoiding leaving holes on the building structure floor and sealing the holes after completion, reducing construction waste generated by demolition, being beneficial to environmental protection, and having high overall stability and safety.

[0037] The present invention can achieve the purpose of bracket system dismounting and elevation adjustment through the elevation adjustment device, the operation is flexible and convenient, and the work efficiency is significantly improved. In addition, the elevation adjustment device can be circulated and reused, saving materials.

[0038] The present invention fixes temporary lifting ears on the embedded steel plate and cooperates with a manual fall chain to dismantle the supporting column, which is convenient for construction and high in dismantling efficiency, avoids drilling holes on the floor slab to install the dismantling device, and is beneficial to the waterproofing of the floor slab. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] To more clearly illustrate the technical solutions of the embodiments of the present application, the following will briefly introduce the accompanying drawings required for the embodiments. It should be understood that the following drawings only show some embodiments of the present application and should not be regarded as limiting the scope. For those of ordinary skill in the art, without creative efforts, other related drawings can also be obtained based on these drawings.

[0040] Figure 1 This is a schematic diagram of the support system of "strengthening the building structure support foundation + pre-supporting the inner columns of each floor + top conversion beam" for the cast-in-place rapid construction method of the viaduct passing through the building and the combined support structure in the embodiments of the present invention (bridge-building separation).

[0041] Figure 2 is a partial schematic diagram of the embedded steel plate of the present invention (a is a schematic diagram of the embedded steel plate at the bottom of the support column, b is a schematic diagram of the embedded steel plate at the top of the support column).

[0042] Figure 3 This is a schematic diagram of the top conversion beam of the present invention.

[0043] Figure 4 This is the structural diagram of the second embodiment of the present invention (bridge-building integration).

[0044] The corresponding reference numerals in the figure are as follows: 1 is the pier column; 2 is the surrounding building support foundation; 3 is the embedded steel plate; 31 is the anchor reinforcement; 32 is the lifting lug; 4 is the support column; 5 is the elevation adjustment device; 6 is the floor slab; 7 is the top conversion beam; 71 is the load-bearing cross beam; 72 is the Bailey beam; 73 is the distribution cross beam; 74 is the full hall support frame; 75 is the flange plate support; 76 is the longitudinal wooden strip; 8 is the cast-in-place beam slab. Detailed implementation manners

[0045] To make the objectives, technical solutions, and advantages of the embodiments of the present application clearer, the following will clearly and completely describe the technical solutions in the embodiments of the present application with reference to the accompanying drawings in the embodiments of the present application. Obviously, the described embodiments are some, but not all, of the embodiments of the present application. Generally, the components of the embodiments of the present application described and shown in the accompanying drawings here can be arranged and designed in various different configurations.

[0046] Therefore, the following detailed description of the embodiments of the present application provided in the accompanying drawings is not intended to limit the scope of the present application to be protected, but merely represents the selected embodiments of the present application. Based on the embodiments of the present application, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope of protection of the present application.

[0047] It should be noted that like reference numerals and letters refer to like items in the following figures, and thus, once an item is defined in one figure, it is not necessary to further define and explain it in subsequent figures.

[0048] In the description of the present application, it should be noted that the orientation or positional relationship indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship in which the product of this application is usually placed when in use. It is only for the convenience of describing the present application and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus cannot be construed as a limitation of the present application. In addition, the terms "first", "second", "third", etc. are only used for descriptive distinction and cannot be construed as indicating or implying relative importance.

[0049] In addition, terms such as "horizontal", "vertical", "overhanging", etc. do not mean that the components are required to be absolutely horizontal or overhanging, but can be slightly inclined. For example, "horizontal" only means that its direction is more horizontal relative to "vertical", and does not mean that the structure must be completely horizontal, but can be slightly inclined.

[0050] In the description of the present application, it should also be noted that unless otherwise clearly specified and defined, the terms "arranged", "installed", "connected", "coupled" should be understood in a broad sense. For example, it 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 directly connected or indirectly connected through an intermediate medium, and it can be the communication inside two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present application can be understood according to specific circumstances.

[0051] In the present application, unless otherwise clearly specified and defined, the first feature being "above" or "below" the second feature may include the direct contact between the first and second features, or may include the situation where the first and second features are not in direct contact but in contact through other features therebetween. Moreover, the first feature being "above", "over" and "on" the second feature includes that the first feature is directly above and obliquely above the second feature, or simply means that the horizontal height of the first feature is higher than that of the second feature. The first feature being "below", "under" and "beneath" the second feature includes that the first feature is directly below and obliquely below the second feature, or simply means that the horizontal height of the first feature is lower than that of the second feature.

[0052] The features and properties of the present application will be further described in detail below in conjunction with embodiments.

[0053] Embodiment 1

[0054] AsFigure 1 As shown in the figure, this structure belongs to the "bridge-building separation" type elevated station, that is, the bridge structure and the station building structure are independent of each other, and it has strong anti-vehicle vibration ability. However, due to its poor integrity, its seismic resistance is generally weak.

[0055] The cast-in-place rapid construction combined support structure of the viaduct passing through the building according to the embodiment of the present invention belongs to the support system of "strengthening the building structure support foundation + pre-supporting the inner columns of each floor layer by layer + top conversion beam". It mainly includes the surrounding building support foundation 2, embedded steel plates 3, support columns 4, elevation adjustment devices 5, floor slabs 6, top conversion beams 7, and cast-in-place beam slabs 8.

[0056] As shown in Figure 2, the embedded steel plates 3 include the embedded steel plates 3 at the bottom of the support columns 4 and the embedded steel plates 3 at the top. The area of the embedded steel plates 3 is larger than the vertical projection area of the outer circle of the support columns 4, forming a skirt structure of the embedded steel plates 3 to fix the support columns 4 and their contact parts.

[0057] The support columns 4 can be a combined component of multiple sections spliced and heightened or a single piece, which is set according to the building storey height and the length of the support columns.

[0058] The embedded steel plate 3 at the bottom of the support column 4 is fixedly connected to the support column 4. By welding the anchoring steel bars 31 distributed at least circumferentially on the embedded steel plate 3 to the embedded steel plate 3, the embedded steel plate 3 is embedded in the surrounding building support foundation 2.

[0059] A height adjustment space is reserved between the embedded steel plate 3 at the top of the support column 4 and the support column 4 for installing the elevation adjustment device 5. Lifting lugs 32 are arranged on the lower surface of the embedded steel plate 3 at the top for removing the support column 4 and the elevation adjustment device 5. The lifting lugs are cut off later.

[0060] Specifically, the support foundation 2 of the surrounding building is a raft foundation.

[0061] Specifically, the support column 4 is a steel pipe column.

[0062] Specifically, the elevation adjustment device 5 is a drop block with adjustable height.

[0063] As Figure 3 shown, the top conversion beam 7 includes a load-bearing cross beam 71, a Bailey beam 72, a distribution cross beam 73, a full hall support frame 74, a flange plate support 75, and a longitudinal wooden strip 76 from bottom to top.

[0064] Among them, the load-bearing cross beam 71 and the two-layer distribution cross beams 73 are all horizontally arranged and are symmetrically arranged with respect to the longitudinal center line axis of the track.

[0065] The distribution crossbeams 73 are arranged at intervals vertically. A full hall support frame 74 is arranged between the distribution crossbeams 73 with a height of two layers for support. The full hall support frame 74 is used to achieve support in the transverse, longitudinal, and diagonal bracing directions.

[0066] A number of Bailey beams 72 are arranged at intervals vertically in the height direction between the bottom load-bearing crossbeam 71 and the bottom distribution crossbeam 73, and the Bailey beams 72 are distributed symmetrically about the longitudinal centerline axis of the track.

[0067] On the upper surface of the top distribution crossbeam 73, longitudinal wooden beams 76 are arranged symmetrically about the longitudinal centerline of the distribution crossbeam 73. The transverse ends of the longitudinal wooden beams 76 extend a set distance towards the transverse edge relative to the longitudinal centerline and then tilt up to form a tilting structure. A flange plate support 75 is arranged between the tilting structure and the upper surface of the distribution crossbeam 73 to form vertical support for the tilting structure.

[0068] The three-dimensional calculation model of the support system is established by using structural calculation software to conduct structural strength, stiffness, and overall stability analysis, and to check the local punching shear resistance of the support foundation. It is required that the stress of the component is not greater than its allowable stress value, the deflection of the component is not greater than its displacement limit value, the elastic buckling coefficient of the component meets the requirements of the overall stability check, and the local punching shear force and deformation of the support foundation are respectively not greater than its local punching shear bearing capacity and deformation limit value.

[0069] The synchronous construction method for the in-situ rapid construction of the viaduct passing through the building in the "bridge construction and co-construction" in this embodiment specifically includes the following steps:

[0070] (1) After the construction of the viaduct pier column 1 ( Figure 1 the dotted part in it, passing through between the floor slabs of each floor of the building), strengthen the surrounding building support foundation 2. Layer by layer, embed steel plates 3 in the support foundation 2, and the completion surface is flush with the structural surface (or ground surface) of the support foundation 2. The structural surface is the upper surface of the foundation slab of the surrounding building, ensuring that the centers of the embedded steel plates 3 at different layers of the upper and lower buildings are on the same vertical axis;

[0071] (2) Use a lifting device to hoist the support column 4 so that the center of the support column 4 is aligned with the center of the embedded steel plate 3 in the support foundation 2. The lower end of the support column 4 is fixedly connected to the embedded steel plate 3, and a height adjustment space is reserved at the upper end for installing the elevation adjustment device 5. The support column 4 is pre-suppored layer by layer on each floor slab 6 in the floor along with the construction of the surrounding building main structure;

[0072] (3) On the basis of the completion of the layer-by-layer pre-supporing installation of the support column 4 in the floor, install the top transfer beam 7 at its top as the upper structure of the in-situ support. Lay the bottom formwork on the top transfer beam 7, and use preloading blocks to preload the support system. After compaction, conduct the in-situ cast-in-place beam slab 8 construction on the bottom formwork;

[0073] After the cast-in-place beam-slab 8 is constructed, the framework of the support is demolished. First, the top conversion beam 7 is removed, and then the elevation adjustment device 5 and the support column 4 are removed by using the lifting lugs 32 on the embedded steel plate 3 to hang the manual chain hoist as the support point.

[0074] The cast-in-place rapid construction method of the viaduct passing through the building adopts a support system of "strengthening the building structure support foundation + pre-supporting the support columns layer by layer in the floor + top conversion beam", which transfers the load of the viaduct slab layer by layer to the building or the ground foundation, achieving the purpose of rapid cast-in-place construction of the viaduct passing through the building.

[0075] Both the building floor slab or the ground can be used as the building support foundation 2. It is necessary to judge whether strengthening treatment is required at this place according to the comparison result of the punching shear bearing capacity of the surrounding building support foundation 2 and the most unfavorable reaction force transmitted by the cast-in-place beam-slab 8. In this embodiment, the embedded steel plate 3 is pre-buried at the support foundation 2.

[0076] The size of the embedded steel plate 3 is calculated according to the principle that the local bearing capacity of the support foundation 2 is not less than the most unfavorable reaction force, and the grade, quantity, diameter, position and length of the anchor bars 31 in the embedded steel plate 3 are calculated.

[0077] Preferably, the plane size of the embedded steel plate 3 is 800mm×800mm, and the thickness is 10mm. The anchor bars are φ18 steel bars of HRB400, with a total of 6 pieces, and the anchorage length is 1 / 3 of the slab thickness. The surface of the embedded steel plate 3 is treated with rust prevention and does not need to be removed later. When used as a top embedment, the lifting lugs 32 for removing the support column 4 are welded on the embedded steel plate 3, and the lifting lugs 32 are cut off later.

[0078] The support column 4 is arranged from the lowest surrounding building support foundation 2 to the bottom of the top conversion beam 7. The floor slab 6 in the building floor only serves as a load transfer, and the support column 4 should avoid structural beams, columns and other components during layout. The support columns 4 on each floor are coaxially arranged up and down.

[0079] The height of the support column 4 is determined by deducting the adjustable height of the adjustable elevation adjustment device 5 from the net height between structural layers.

[0080] According to the load transmitted by the viaduct, in one of the preferred embodiments, the specification of the support column 4 is determined to be φ609mm×16mm, the strength grade is Q235, the spacing is 2.85m / 3.5m, there are 4 pieces in each row, and there are 2 rows in total.

[0081] The form of the top conversion beam 7 is not limited, and the common support forms of elevated cast-in-place beams can be adopted.

[0082] According to the load transmitted by the viaduct, in the preferred embodiment, the load-bearing cross beam 71 is a double-spliced H400mm×408mm×21mm×21mm, with a strength grade of Q235 and a length of 10.9m; the Bailey beam 72 is of type 321, with a strength grade of Q345B and a length of 21m. Two Bailey beams are spliced horizontally into a unit, and strengthening chord bars are used up and down; the distribution cross beam 73 is an I12 I-beam, with a strength grade of Q235; the full hall support frame 74 uses a Z-type disk buckle frame, where the vertical pole is φ60.3mm×3.2mm, with a strength grade of Q345, the horizontal bar is φ48.3mm×2.5mm, with a strength grade of Q235, and the inclined pull rod is φ48.3mm×2.5mm, with a strength grade of Q195; the flange plate support 75 is erected with fastener steel pipes; the transverse wooden joist 76 has a specification of 100mm×100mm. At the lap joint of the load-bearing cross beam 71 and the Bailey beam 72, reinforcing rib plates are welded, and the rib plates are made of t = 20mm steel plates.

[0083] After the top conversion beam 7 is installed, settlement monitoring points are arranged at the most unfavorable stress points of each layer of support columns 4 and the top conversion beam 7. A bottom formwork is laid above the longitudinal wooden joist 76 at the top of the top conversion beam 7, and the support system is preloaded with preloading blocks, with three levels of loading. The first level, the second level, and the third level are respectively loaded to 60%, 100%, and 120% of the total load. After each level of preloading, the measured data of the settlement monitoring points is compared with the target control value, and the next level of preloading is carried out after meeting the requirements. After the preloading is completed, the load is unloaded from both ends to the middle and from both sides to the middle.

[0084] After compaction, the cast-in-place beam slab 8 is constructed according to the conventional construction process, specifically including formwork engineering construction, steel bar engineering construction, concrete engineering construction, and prestress construction, all of which are steps that those skilled in the art can implement according to the existing technology and will not be elaborated here.

[0085] Embodiment 2

[0086] As Figure 4 shown, this structure belongs to the "bridge-building integration" type elevated station, that is, the bridge structure and the station building structure are coupled with each other, and the anti-vehicle-induced vibration ability is weak, but due to the good integrity, the seismic resistance ability is generally strong.

[0087] The construction combined support structure and construction method of this embodiment refer to the above-mentioned Embodiment 1. Each layer of support columns 4 is coaxially arranged up and down between each floor slab 6 or between the floor slab 6 and the support foundation 2; similarly, the top conversion beam 7 is only set on the topmost layer, and support columns 4 adapted to the floor height are used between each floor.

[0088] The difference is due to the mutual coupling of the station building structure and the bridge structure, with the nodes being interconnected. The building structure can serve as a support for the bridge structure. Therefore, for step (1), this embodiment does not involve the treatment of the elevated pier column 1 passing through the building. It only requires strengthening the surrounding building support foundation 2. Steel plates 3 are embedded layer by layer in the support foundation 2 and the floor slab 6, and the finished surface is flush with the structural surfaces of the support foundation 2 and the floor slab 6, ensuring that the centers of the steel plates 3 embedded in different upper and lower floors of the building are on the same vertical axis.

[0089] The method steps of other synchronous construction are similar, and the essence of using the support columns 4 to concentrically jack up layer by layer remains unchanged. The installation and removal methods of the embedded steel plates 3, the support columns 4, the elevation adjustment device 5, and the top conversion beam 7 remain unchanged.

[0090] The embodiments described above are some, but not all, of the embodiments of the present application. The detailed description of the embodiments of the present application is not intended to limit the scope of the present application claimed, but merely represents the selected embodiments of the present application. All other embodiments obtained by those of ordinary skill in the art based on the embodiments in the present application without creative efforts fall within the scope of protection of the present application.

Claims

1. A method for rapid cast-in-place construction of an elevated bridge passing through a building, characterized in that At least the following steps are included: (1) After the construction of the viaduct piers or building support structures, the surrounding building support foundations are strengthened, steel plates are embedded layer by layer in the support foundations, and the centers of the upper and lower embedded steel plates are ensured to be on the same vertical axis; (2) Hoist the support column so that the center of the support column is aligned with the center of the embedded steel plate in the supporting foundation. The lower end of the support column is fixedly connected to the bottom embedded steel plate. A height adjustment space is reserved between the upper end and the top embedded steel plate and a height adjustment device is set. The support column is pre-supported layer by layer on the floor slab and concentrically arranged according to the construction progress of the surrounding main structure; (3) After the pre-support installation of the columns is completed layer by layer, the top transfer beam is installed on the top of the topmost column as the upper structure of the cast-in-place support, the bottom formwork is laid, the support is pre-pressed, and finally the cast-in-place beam and slab construction is carried out; (4) After the cast-in-place construction is completed, all frames including the supporting foundation and the top transfer beam are dismantled from top to bottom.

2. The method for rapidly constructing a viaduct through a building by cast-in-situ method according to claim 1 is characterized in that Step (3) After the top transfer beam is installed, settlement monitoring points are arranged at the most unfavorable stress points of each layer of supporting columns and the top transfer beam, a bottom form is laid on the top of the transfer beam, and the support system is pre-stressed by gradually increasing the pressure in stages using pre-stressing blocks. After each level of pre-stressing, the data measured at the settlement monitoring points are compared with the target control value, and the next level of pre-stressing is carried out when the requirements are met.

3. The method for rapidly constructing a viaduct through a building by cast-in-situ method according to claim 1 is characterized in that After the pre-pressing in step (3) is completed, the loading and unloading is carried out from both ends to the middle and from both sides to the middle.

4. The method for rapidly constructing a viaduct through a building by casting in situ according to claim 1 is characterized in that Step (3) is loaded in three stages, with the first, second and third stages loading to 60%, 100% and 120% of the total load respectively.

5. The method for rapidly constructing a viaduct through a building by casting in situ according to claim 1 is characterized in that Step (4) First remove the top transfer beam, then remove the elevation adjustment device and supporting columns.

6. The method for rapidly constructing a viaduct through a building cast in situ according to claim 1 is characterized in that The surface of the embedded steel plate is treated with rust prevention; the surface of the embedded steel plate is welded with lifting ears that can meet the needs of dismantling the supporting columns.

7. A combined support structure for the construction method according to any one of claims 1 to 6, characterized in that include: Support columns are pre-supported and installed layer by layer between the floors of the buildings around the completed viaduct piers, and are concentrically arranged from the supporting foundation of the surrounding buildings to the top floor; Embedded steel plates are embedded in the upper and lower surfaces of the floor slabs of each floor to fix the supporting columns; The centers of the embedded steel plates on different floors used to support the columns at the same projection position are located on the same vertical line; The elevation adjustment device is installed between the top of the supporting column and the embedded steel plate on the lower surface of the upper floor slab to achieve the elevation adjustment and drop of the bracket; The top transfer beam is erected on the top of the top column as the upper structure of the cast-in-place support to achieve pre-stressing and cast-in-place.

8. The combined support structure according to claim 7, characterized in that Used to set lifting lugs for the embedded steel plate on the lower surface.

9. The combined support structure according to claim 7, characterized in that The top conversion beam includes a load-bearing beam and a distribution beam from bottom to top; the load-bearing beam and the two layers of distribution beams are all arranged horizontally, and are all arranged with the longitudinal centerline axis of the track; a full-floor support frame is arranged between the two layers of distribution beams with different installation heights; a number of Bailey beams are arranged vertically at intervals along the height direction between the bottom load-bearing beam and the bottom distribution beam, and the distribution of the Bailey beams is arranged with the longitudinal centerline axis of the track; on the upper surface of the top distribution beam, longitudinal wooden beams are arranged symmetrically with the longitudinal centerline axis of the distribution beam.

10. The combined support structure according to claim 7, characterized in that The transverse ends of the longitudinal wooden beam extend toward the transverse edge relative to the longitudinal center line, and are tilted after a set distance to form a tilted structure. A flange plate bracket is arranged between the tilted structure and the upper surface of the top distribution beam to form a vertical support for the tilted structure.

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