Integral steel platform structure suitable for variable cross-section jacking and construction method thereof

Abstract

The invention discloses an integral steel platform structure suitable for variable cross-section jacking and a construction method of the integral steel platform structure, and belongs to the technical field of building construction. The anchoring supporting system comprises an upper anchoring tripod and a lower anchoring tripod which are arranged between shear walls in a detachable connection mode. A tower column is vertically arranged below the steel frame platform, and the bottom end of the tower column is detachably connected with the upper anchoring tripod through a tower column connecting base. The lifting device connecting seat is detachably connected with the lower anchoring tripod, the lifting device connecting seat is connected with the output end of the lifting device, and the input end of the lifting device is fixedly connected with the tower column through a hydraulic rod; the hydraulic pump station control system controls the hydraulic rod to conduct jacking. By adjusting the upper anchoring tripod and the lower anchoring tripod, the change of a shrinkage wall in the variable cross-section jacking process can be adapted, and the pouring error of a wall surface can also be dealt with.

Description

Technical Field

[0001] The invention belongs to the technical field of building construction, and in particular relates to an integral steel platform structure suitable for variable-section jacking and a construction method thereof. Background Art

[0002] The top formwork system is a formwork system used in high-rise building construction. It uses hydraulic or mechanical devices to lift the formwork to the required height, so that concrete can be poured at high altitude. The top formwork system is increasingly used in the core tube construction of super-high-rise landmark projects of a certain scale. As more professional formwork companies enter the market, general-purpose top formwork systems with medium and light modular designs will be introduced into this field. In the construction of super-high-rise buildings with concrete core tubes + steel composite floor slabs, the core tube is usually constructed ahead of the outer frame structure. Among the existing construction technologies, two forms of climbing formwork construction processes are mainly used: external climbing and internal support (climbing formwork is used outside the tube, and scattered branches are used inside the tube) and internal and external full climbing (climbing formwork is used for the vertical structure of the tube, and the horizontal structure is constructed later). The advantage of external climbing and internal support is low cost, and the advantage of internal and external full climbing is continuous construction of the core tube and fast construction speed.

[0003] Since the bottom of the building needs to bear the weight of the entire building and various loads from the outside, a larger cross-sectional area is required at the bottom of the building to ensure the stability and safety of the structure. As the building height increases, the load on the top is relatively small, so a smaller cross-sectional area can be used. This not only saves materials and reduces costs, but also reduces the building's own weight.

[0004] In the prior art, heavy-duty top formwork systems use large-tonnage, long-stroke hydraulic cylinders as the lifting power, but most heavy-duty top formwork equipment lacks the characteristics of flexible layout, resulting in the need for secondary construction of the horizontal structure inside the tube, which adds additional processes and costs. At the same time, for the variable-section construction of super-high-rise core tubes, the current jacking steel platform solutions mostly use telescopic brackets for anchoring. This requires additional increases in the length of the telescopic brackets and telescopic cylinders to adapt to changes in the shrinkage of the wall. At the same time, the load-bearing method of the brackets requires opening holes in the wall, which has an adverse effect on the structure. Therefore, it is urgent to provide an integral steel platform structure suitable for variable-section jacking. Summary of the invention

[0005] The purpose of the present invention is to solve the deficiencies in the prior art and to provide an integral steel platform structure suitable for variable-section jacking and a construction method thereof.

[0006] The specific technical solutions adopted by the present invention are as follows:

[0007] The present invention provides an integral steel platform structure suitable for variable-section jacking, including an anchor support system, a hydraulic jacking system, and a steel frame system;

[0008] The anchor support system comprises an upper anchor tripod and a lower anchor tripod which are arranged between the shear walls in a detachable connection manner;

[0009] The steel frame system includes a tower column and a steel frame platform; a tower column is vertically arranged below the steel frame platform, and the bottom end of the tower column is detachably connected to the upper anchoring triangle frame through a tower column connecting seat;

[0010] The hydraulic jacking system comprises a hydraulic pump station control system, a lifting device, a lifting device connection seat and a hydraulic rod; the lifting device connection seat is detachably connected to the lower anchoring triangle, the lifting device connection seat is connected to the output end of the lifting device, and the input end of the lifting device is fixedly connected to the tower column through the hydraulic rod; the hydraulic pump station control system controls the hydraulic rod to perform jacking;

[0011] The upper anchoring tripod is provided with an upper adjustable shaft rod, one end of which is fixed on the upper anchoring tripod, and the other end is detachably connected to the tower column connecting seat; the upper adjustable shaft rod is telescopically adaptable to the distance between the tower column and the shear wall after variable-section jacking; the lower anchoring tripod is also provided with a lower adjustable shaft rod, one end of which is fixed on the lower anchoring tripod, and the other end is detachably connected to the lifting device connecting seat; the lower adjustable shaft rod is telescopically adaptable to the distance between the hydraulic rod, the lifting device and the shear wall after variable-section jacking.

[0012] Preferably, the upper anchoring tripod is composed of two groups of anchoring tripods arranged in parallel and at intervals; the lower anchoring tripod is a group of anchoring tripods; each group of anchoring tripods includes a horizontally arranged tripod platform, a support rod perpendicular to the tripod platform, and a diagonal brace arranged between the tripod platform and the support rod.

[0013] Furthermore, the tower column is vertically arranged between the two tripod platforms of the upper anchoring tripod, and is detachably connected to the two tripod platforms of the upper anchoring tripod via a tower column connector.

[0014] Preferably, the upper anchoring tripod and the lower anchoring tripod are both detachably connected to the shear wall via anchoring climbing cones; the anchoring climbing cones are pre-buried in the shear wall.

[0015] Preferably, the lifting device connection seat and the lower anchoring tripod are fixed by bolt connection; the tower column connection seat and the upper anchoring tripod are fixed by bolt connection.

[0016] Preferably, a load-bearing pin is provided in the tower column; and the top of the hydraulic rod is fixedly connected to the tower column via the load-bearing pin.

[0017] Preferably, the steel frame system also includes a support frame, a grid steel frame, guardrails, platform guard plates and wall support rollers; the support frame is fixed between adjacent tower columns; the grid steel frame is fixedly connected to the top of the tower column through a connecting piece, and the steel frame platform is laid above the grid steel frame; guardrails and platform guard plates are respectively arranged on the inner and outer sides of the steel frame platform.

[0018] Preferably, a suspended platform system is provided on the floor where the steel frame platform is located; the suspended platform system serves as an operating platform for construction personnel and extends toward the cast-completed floor below.

[0019] Preferably, the lifting device adopts a long-stroke jack.

[0020] In a second aspect, the present invention provides a variable cross-section jacking construction method using the integral steel platform structure of the first aspect, wherein the Nth floor is the floor to be climbed, the N-1th floor is the current construction floor, the N-2th floor and the N-3th floor are the anchoring floors of the upper anchoring tripod and the lower anchoring tripod, respectively, and the specific variable cross-section jacking steps are as follows:

[0021] S1: After the N-1 layer is poured, the vertical structure lower reinforcement is tied for the N layer to be poured; confirm that the N-1 layer below meets the jacking strength requirements, and check and confirm the embedded anchor climbing cones in the N-1 layer shear wall;

[0022] S2: Remove the anchor connection between the N-2 layer shear wall and the upper anchor tripod; control the hydraulic rod and the lifting device through the hydraulic pump station control system to lift the tower column upward, and drive the upper anchor tripod to the elevation of the anchor climbing cone embedded in the N-1 layer shear wall. At this time, the steel frame platform in the steel frame system is lifted to the N layer;

[0023] S3: Loosen the connection between the tower column connection seat at the bottom of the tower column and the upper anchoring tripod; loosen the connection between the upper adjustment shaft rod on the upper anchoring tripod and the tower column connection seat; push the upper anchoring tripod horizontally in the direction of shrinking the wall, and then connect the upper anchoring tripod and the anchor climbing cone in the N-1 layer shear wall; telescopically adjust the upper adjustment shaft rod to adapt to the distance between the tower column and the shear wall after the variable section is lifted, and re-fix the upper adjustment shaft rod to the tower column connection seat;

[0024] S4: Remove the anchor connection between the N-3 layer shear wall and the lower anchor tripod; control the hydraulic rod and the lifting device through the hydraulic pump station control system to lift the lower anchor tripod to the elevation of the anchor climbing cone embedded in the N-2 layer shear wall;

[0025] S5: Loosen the connection between the lifting device connection seat and the lower anchor tripod; loosen the connection between the lower adjustment shaft rod on the lower anchor tripod and the lifting device connection seat; push the lower anchor tripod horizontally in the direction of the wall shrinkage, and then connect the lower anchor tripod and the anchor climbing cone embedded in the N-2 layer shear wall; telescopically adjust the lower adjustment shaft rod to adapt to the distance between the hydraulic rod and the lifting device and the shear wall after the variable section jacking, and re-fix the lower adjustment shaft rod to the lifting device connection seat; complete the jacking of the overall steel platform structure during the variable section construction process.

[0026] Compared with the prior art, the present invention has the following beneficial effects:

[0027] (1) The structure provided by the present invention includes an upper anchoring tripod and a lower anchoring tripod that are detachably connected to the shear wall. During the variable-section jacking construction process, the connection between the upper anchoring tripod and the lower anchoring tripod and the shear wall is adjusted respectively to adapt to the situation where the spacing between the shear walls becomes smaller. By adjusting the upper and lower anchoring tripods, it is possible to adapt to the changes in the shrinkage of the wall and the casting errors of the wall surface, and the adaptability is strong. The adjustment process is highly compatible with the climbing process of the steel frame system and does not affect the overall operation efficiency and safety.

[0028] (2) In the present invention, the upper anchoring tripod and the lower anchoring tripod are respectively provided with an upper adjusting shaft rod and a lower adjusting shaft rod that can be telescopically adjusted. The upper adjusting shaft rod is adjusted to adapt to the distance between the tower column and the shear wall after the variable cross-section is lifted, and the lower adjusting shaft rod is adjusted to adapt to the distance between the hydraulic rod, the lifting device and the shear wall after the variable cross-section is lifted.

[0029] (3) In the present invention, a wall support roller is fixed on the tower column connecting member, and the wall support roller can be extended and retracted in the horizontal direction to adapt to the distance between the tower column and the shear wall after the variable cross-section is lifted. During the construction process, the wall support roller can provide temporary support for the tower column to prevent it from tilting or collapsing.

[0030] (4) The overall steel platform structure provided by the present invention includes multi-point support, which can flexibly adapt to the needs of variable-section jacking. Compared with the traditional method, the present invention optimizes the anchor support points to maximize the liberation of horizontal structure construction space, reduce secondary construction, and improve construction efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 A schematic diagram of the structure of an integral steel platform suitable for variable-section jacking provided in this embodiment;

[0032] Figure 2 Schematic diagram of the upper anchoring tripod and the lower anchoring tripod provided in this embodiment;

[0033] Figure 3 This is a schematic diagram of the overall connection between the anchor support system, tower column and hydraulic jacking system in this embodiment;

[0034] Figure 4 This is an enlarged view of the connection between the upper anchoring tripod and the tower column in this embodiment;

[0035] Figure 5 This is a schematic diagram of the steel frame system skeleton in this embodiment;

[0036] Figure 6 This is a schematic diagram of the steel frame system assembly completed in this embodiment;

[0037] Figure 7 This is an enlarged view of the connection between the lower anchor tripod and the lifting device in this embodiment;

[0038] Figure 8 An overall schematic diagram of the suspension platform system provided in this embodiment;

[0039] Fig. 9 This is a schematic diagram of the connection of the suspension platform system in this embodiment;

[0040] In the figure: anchor support system 1, anchor climbing cone 11, upper anchor tripod 12, lower anchor tripod 13; hydraulic jacking system 2, hydraulic pump station control system, lifting device 21, lifting device connecting seat 22, lower adjustment shaft rod 23, load-bearing pin 24, hydraulic rod 25, steel frame system 3, tower column 31, support frame 32, grid steel frame 33, steel frame platform 34, guardrail 35, platform guard plate 36, tower column connecting seat 37, upper adjustment shaft rod 38, wall support roller 39, suspension platform system 4, suspension sliding platform 41, connecting steel beam 42, roller connector 43, shear wall 5. DETAILED DESCRIPTION

[0041] The present invention is further described and illustrated below in conjunction with the accompanying drawings and specific embodiments. The technical features of each embodiment of the present invention can be combined accordingly without conflicting with each other.

[0042] like Figure 1 As shown, as a preferred embodiment of the present invention, this embodiment provides an integral steel platform structure suitable for variable cross-section jacking. The integral steel platform structure includes an anchor support system 1, a hydraulic jacking system 2, a steel frame system 3 and a suspension platform system 4.

[0043] In the structure provided by the present invention, the anchor support system 1 includes an anchor climbing cone 11, an upper anchor tripod 12 and a lower anchor tripod 13. The anchor climbing cone 11 is pre-buried in the shear wall 5 of each floor, and is used for anchoring connection with the upper anchor tripod 12 and the lower anchor tripod 13. The upper anchor tripod 12 and the lower anchor tripod 13 are both arranged between the shear walls 5 on both sides in a detachable connection manner.

[0044] Figure 2Schematic diagram of the upper anchoring tripod and the lower anchoring tripod provided in this embodiment. Figure 2 As shown, the upper anchoring tripod 12 provided in this embodiment is composed of two groups of anchoring tripods arranged in parallel and spaced apart, and the lower anchoring tripod 13 is a group of anchoring tripods. Each group of anchoring tripods includes a tripod platform arranged horizontally, a support rod perpendicular to the tripod platform, and a diagonal brace arranged between the tripod platform and the support rod. One end of the tripod platform in each group of anchoring tripods is anchored and connected to the anchoring climbing cone 11 in the shear wall 5, and the other end extends horizontally in a direction away from the shear wall 5.

[0045] In the structure provided by the present invention, the steel frame system 3 includes a tower column 31, a support frame 32, a grid steel frame 33, a steel frame platform 34, a guardrail 35, a platform protection plate 36, a tower column connecting seat 37 and a wall support roller 39. The steel frame platform 34 is arranged on the floor where the shear wall to be cast is located, and the tower column 31 is vertically arranged below the steel frame platform 34. The bottom end of the tower column 31 is detachably connected to the upper anchor tripod 12 through the tower column connecting seat 37. Specifically, Figure 4 As shown, the tower column 31 is vertically arranged between the two tripod platforms of the upper anchoring tripod 12 , and is fixed to the two tripod platforms of the upper anchoring tripod 12 by bolt connection through the tower column connector 37 .

[0046] In this embodiment, an upper adjustment shaft rod 38 is fixed to one end of the upper anchoring tripod 12 close to the shear wall 5, and the upper adjustment shaft rod 38 extends in a direction away from the shear wall 5, and the other end is detachably connected to the tower column connecting seat 37. The upper adjustment shaft rod 38 can be telescopically adapted to the distance between the tower column 31 and the shear wall 5 after the variable cross-section jacking. It should be noted that the upper adjustment shaft rod 38 can be set on the upper anchoring tripod 12 close to the shear wall or away from the shear wall, and those skilled in the art can make a choice according to the distance limitation problem.

[0047] In this embodiment, the tower column connecting member 37 is also provided with a connecting member for setting a wall supporting roller 39. After the wall supporting roller 39 is inserted into the connecting member, it is fixedly connected to the tower column connecting member 37 by a pin connection method, and the wall supporting roller 39 is perpendicular to the tower column 31. One end of the wall supporting roller 39 is fixed to the tower column connecting member 37 at the bottom end of the tower column 31, and the other end extends toward the shear wall 5. The wall supporting roller 39 is retractable in the horizontal direction to adapt to the distance between the tower column 31 and the shear wall 5 after the variable cross-section jacking. During the construction process, the wall supporting roller 39 can provide temporary support for the tower column 31 to prevent it from tilting or collapsing.

[0048] Figure 5The skeleton diagram of the steel frame system 3 provided in this embodiment. The steel frame system 3 provided in this embodiment includes four tower columns 31, and a grid steel frame 33 is fixed on the tower columns 31. The grid steel frame 33 is laid horizontally and fixedly connected to the top of the tower column 31 through a connecting piece. In order to enhance the stability of the steel frame system 3, in this embodiment, a support frame 32 is set between adjacent tower columns 31. The support frame helps to evenly distribute the load to each tower column, reduce the force on a single tower column, prevent the tower column from tilting or moving when subjected to force, and enhance the stability of the entire structure.

[0049] like Figure 6 As shown, in order to reduce the amount of steel used in the overall steel platform structure, in this embodiment, steel plates are laid around the plane where the grid steel frame 33 is located to form a steel frame platform 34 to provide a construction platform for construction workers. In order to ensure the safety of construction workers, in this embodiment, a guardrail 35 is also provided on the inner side of the steel frame platform 34, and a platform protection plate 36 is provided on the outer side of the steel frame platform 34.

[0050] In the structure provided by the present invention, the hydraulic jacking system 2 includes a hydraulic pump station control system, a lifting device 21, a lifting device connection seat 22 and a hydraulic rod 25. Figure 3 As shown, the lifting device connection seat 22 is detachably connected to the lower anchor tripod 13. The lifting device connection seat 22 is connected to the output end of the lifting device 21, and the input end of the lifting device 21 is fixedly connected to the tower column 31 through the hydraulic rod 25. The tower column 31 is provided with a bearing pin 24, which is a key component in the tower column structure for bearing and transferring loads. The top of the hydraulic rod 25 is fixedly connected to the tower column 31 through the bearing pin 24.

[0051] In this embodiment, the lifting device 21 adopts a long-stroke jack. A long-stroke jack is a hydraulic jack capable of large displacement. Compared with a conventional jack, a long-stroke jack can lift or lower a greater distance in each operation, and is suitable for lifting tasks that require a longer displacement during the construction of high-rise buildings.

[0052] Specific as Figure 7 As shown, the lifting device connection seat 22 is fixed to the lower anchoring tripod 13 by bolt connection. The bottom of the hydraulic rod 25 is connected to the input end of the long-stroke jack, and the output end of the long-stroke jack is connected to the lower anchoring tripod 13 through the lifting device connection seat 22. The hydraulic pump station control system in this embodiment is arranged on the steel frame platform 34 of the steel frame system 3 to control the hydraulic rod 25 to perform jacking.

[0053] In this embodiment, a lower adjustment shaft rod 23 is fixed to one end of the lower anchoring tripod 13 close to the shear wall 5, and the lower adjustment shaft rod 23 extends in a direction away from the shear wall 5, and the other end is detachably connected to the lifting device connection seat 22. The lower adjustment shaft rod 23 can be retracted to adapt to the distance between the hydraulic rod 25 and the lifting device 21 and the shear wall 5 after the variable cross-section jacking. It should be noted that the lower adjustment shaft rod 23 can be set on the lower anchoring tripod 13 close to the shear wall or away from the shear wall, and those skilled in the art can make a choice according to the distance limitation problem.

[0054] The maximum adjustment distance of the upper anchoring tripod and the lower anchoring tripod provided by the present invention is 450 mm, and any size adjustment can be performed within this adjustment distance, which can adapt to changes in wall shrinkage and cope with casting errors of the wall surface, and has strong adaptability.

[0055] The overall steel platform structure provided in this embodiment also includes the following Figure 8 The suspended platform system 4 is shown. The suspended platform system 4 is arranged on the floor where the steel frame platform 34 is located, and extends to the floor below where the cast has been completed. The suspended platform provides a safe working space for the construction workers, and the construction workers can move up and down more conveniently through the suspended platform, thereby improving the construction efficiency.

[0056] like Fig. 9 As shown, the suspension platform system includes a suspension sliding platform 41, a connecting steel beam 42 and a roller connector 43. The connecting steel beam 42 is made of H-shaped steel, and bolts are passed through the holes on the upper flange of the connecting steel beam 42 to be fixedly connected to the grid steel frame 33 in the steel frame system 3. A plurality of holes for fixing the roller connector 43 are arranged at intervals on the web of the connecting steel beam 42, and the holes are arranged at intervals along the length direction of the web. The suspension sliding platform 41 is fixedly connected to the connecting steel beam 42 through the roller connector 43, and the position of the suspension sliding platform 41 is adjusted by adjusting the fixed position of the roller connector 43 and the holes on the web of the connecting steel beam 42.

[0057] Next, a variable cross-section jacking construction method using the above-mentioned integral steel platform structure is provided. The Nth floor is the floor to be climbed, the N-1th floor is the current construction floor, the N-2th floor and the N-3th floor are the anchoring floors of the upper anchoring tripod 12 and the lower anchoring tripod 13, respectively. The specific variable cross-section jacking steps are as follows:

[0058] Step 1: Preparation.

[0059] After the N-1 layer is poured, the lower part of the vertical structure of the N layer to be poured is reinforced. Confirm that the N-1 layer below meets the climbing strength requirements, remove the shear wall formwork, and check and confirm the pre-buried anchor climbing cone 11 in the N-1 layer shear wall. Clear the debris and irrelevant personnel around the steel platform structure. Remove the anchor connection between the N-2 layer shear wall and the upper anchor tripod 12.

[0060] Step 2: Inspect the equipment and pre-pressurize the platform.

[0061] Before the steel platform structure is lifted, the construction personnel will conduct a full inspection and acceptance of the equipment. Then, the steel platform structure will be pre-pressurized and the stress state of the N-3 layer anchor structure will be observed. If it is found to have a large deformation or other unexpected conditions, the lifting should be stopped immediately and an inspection should be carried out to confirm.

[0062] Step 3: Variable cross-section jacking.

[0063] (1) After pre-pressurization is completed, the hydraulic rod 25 and the lifting device 21 are controlled by the hydraulic pump station control system to lift the tower column 31 upward, and drive the upper anchor tripod 12 to be lifted to the elevation of the anchor climbing cone 11 embedded in the shear wall of the N-1 layer. At this time, the steel frame platform 34 in the steel frame system 3 is lifted to the N layer.

[0064] (2) Loosen the connection between the tower column connection seat 37 at the bottom of the tower column 31 and the upper anchoring tripod 12; loosen the connection between the upper adjustment shaft rod 38 on the upper anchoring tripod 12 and the tower column connection seat 37; push the upper anchoring tripod 12 horizontally in the wall shrinking direction, and then anchor the upper anchoring tripod 12 and the anchor climbing cone 11 in the N-1 layer shear wall; adjust the length of the upper adjustment shaft rod 38 and the wall supporting roller 39 to adapt to the distance between the tower column 31 and the shear wall 5 after the variable cross-section jacking. Finally, re-fix the upper adjustment shaft rod 38 and the tower column connection seat 37, and the wall supporting roller 39 supports the shear wall.

[0065] (3) Remove the anchor connection between the N-3 layer shear wall and the lower anchor tripod 13. Control the hydraulic rod 25 and the lifting device 21 through the hydraulic pump station control system to lift the lower anchor tripod 13 to the elevation of the anchor climbing cone 11 embedded in the N-2 layer shear wall. Inspect all equipment.

[0066] (4) Loosen the connection between the lifting device connection seat 22 and the lower anchor tripod 13; loosen the connection between the lower adjustment shaft rod 23 on the lower anchor tripod 13 and the lifting device connection seat 22; push the lower anchor tripod 13 horizontally in the wall shrinking direction, and then anchor the lower anchor tripod 13 and the anchor climbing cone 11 embedded in the N-2 layer shear wall; telescopically adjust the lower adjustment shaft rod 23 to adapt to the distance between the hydraulic rod 25 and the lifting device 21 and the shear wall 5 after the variable cross-section jacking, and re-fix the lower adjustment shaft rod 23 and the lifting device connection seat 22; complete the jacking of the overall steel platform structure during the variable cross-section construction process.

[0067] During the lifting process, the steel frame system needs to be kept rising steadily. The pressure and displacement of each hydraulic rod can be observed in real time through the power cabinet. When deviation occurs, the limiter is used to make adjustments to ensure that the structural deformation is within a controllable range. The overall range allowable deviation is 30mm, and the synchronous lifting error of the jack is 10mm.

[0068] Step 4: Uninstall the hydraulic jacking system.

[0069] The lifting device 21 is unloaded in stages. After each stage of unloading is completed, a detailed inspection must be carried out to ensure that no abnormal situation occurs before the next stage of unloading can be carried out.

[0070] Step 5: Structural construction.

[0071] The construction workers carried out structural construction on the steel frame platform 34, including the formwork and steel bar binding of the N-layer horizontal structure and the upper steel bar binding of the N-layer vertical structure. At the same time, the structural reservation and pre-embedding work were completed.

[0072] Step 6: Wall mold assembly.

[0073] After the reinforcement is tied and the embedded parts are embedded, the wall is molded. The wall is made of aluminum molds, and the outer and inner suspended parts are fixed to the steel frame with hand winches. The template elevation is adjusted by pulling up and down the winch, and the template plane is adjusted by the movable beam. The inner ground template is installed manually. When the templates on both sides are in place, they are fixed with tension screws and steel back ribs.

[0074] Step 7: Acceptance of pouring.

[0075] After the mold is closed, the structure is inspected as a whole. Before pouring concrete, the installation of the ground pump is checked and confirmed. The pump pipe should be reinforced between floors and connected to the platform concrete placing machine. After completion, the pouring operation can be carried out. After pouring, the backwashing process should be used to collect the remaining concrete in the pipeline into the hopper of the pump truck to prevent contamination of the steel platform.

[0076] The above-described embodiment is only a preferred solution of the present invention, but it is not intended to limit the present invention. A person skilled in the relevant technical field may make various changes and modifications without departing from the spirit and scope of the present invention. Therefore, any technical solution obtained by equivalent replacement or equivalent transformation falls within the protection scope of the present invention.

Claims

1. An integral steel platform structure suitable for variable cross-section jacking, characterized in that: It comprises an anchor support system (1), a hydraulic jacking system (2), and a steel frame system (3); The anchor support system (1) comprises an upper anchor tripod (12) and a lower anchor tripod (13) which are arranged between the shear walls (5) in a detachable connection manner; The steel frame system (3) comprises a tower column (31) and a steel frame platform (34); a tower column (31) is vertically arranged below the steel frame platform (34), and the bottom end of the tower column (31) is detachably connected to the upper anchoring tripod (12) via a tower column connecting seat (37); The hydraulic jacking system (2) comprises a hydraulic pump station control system, a lifting device (21), a lifting device connecting seat (22) and a hydraulic rod (25); the lifting device connecting seat (22) is detachably connected to the lower anchor tripod (13), the lifting device connecting seat (22) is connected to the output end of the lifting device (21), and the input end of the lifting device (21) is fixedly connected to the tower column (31) through the hydraulic rod (25); the hydraulic pump station control system controls the hydraulic rod (25) to perform jacking; The upper anchoring tripod (12) is provided with an upper adjustable shaft rod (38) which is telescopically adjustable, one end of which is fixed on the upper anchoring tripod (12), and the other end of which is detachably connected to a tower column connecting seat (37); the upper adjustable shaft rod (38) is telescopically adjustable to adapt to the distance between the tower column (31) and the shear wall (5) after the variable cross-section is lifted; the lower anchoring tripod (13) is also provided with a lower adjustable shaft rod (23) which is telescopically adjustable, one end of which is fixed on the lower anchoring tripod (13), and the other end of which is detachably connected to a lifting device connecting seat (22); the lower adjustable shaft rod (23) is telescopically adjustable to adapt to the distance between the hydraulic rod (25), the lifting device (21) and the shear wall (5) after the variable cross-section is lifted.

2. The integral steel platform structure suitable for variable cross-section jacking according to claim 1 is characterized in that: The upper anchoring tripod (12) is composed of two groups of anchoring tripods arranged in parallel and at intervals; the lower anchoring tripod (13) is a group of anchoring tripods; each group of anchoring tripods comprises a horizontally arranged tripod platform, a support rod perpendicular to the tripod platform, and a diagonal brace arranged between the tripod platform and the support rod.

3. The integral steel platform structure suitable for variable cross-section jacking according to claim 2 is characterized in that: The tower column (31) is vertically arranged between two tripod platforms of the upper anchoring tripod (12), and is detachably connected to the two tripod platforms of the upper anchoring tripod (12) via a tower column connector (37).

4. The integral steel platform structure suitable for variable cross-section jacking according to claim 1 is characterized in that: The upper anchoring tripod (12) and the lower anchoring tripod (13) are both detachably connected to the shear wall (5) via an anchoring climbing cone (11); the anchoring climbing cone (11) is pre-buried in the shear wall (5).

5. The integral steel platform structure suitable for variable cross-section jacking according to claim 1 is characterized in that: The lifting device connection seat (22) and the lower anchoring tripod (13) are fixed by bolt connection; and the tower column connection seat (37) and the upper anchoring tripod (12) are fixed by bolt connection.

6. The integral steel platform structure suitable for variable cross-section jacking according to claim 1, characterized in that: A load-bearing pin (24) is provided in the tower column (31); the top of the hydraulic rod (25) is fixedly connected to the tower column (31) via the load-bearing pin (24).

7. The integral steel platform structure suitable for variable cross-section jacking according to claim 1, characterized in that: The steel frame system (3) further comprises a support frame (32), a grid steel frame (33), a guardrail (35), a platform guard plate (36) and a wall support roller (39); the support frame (32) is fixed between adjacent tower columns (31); the grid steel frame (33) is fixedly connected to the top of the tower column (31) via a connecting piece, and a steel frame platform (34) is laid above the grid steel frame (33); and the guardrail (35) and the platform guard plate (36) are respectively arranged on the inner side and the outer side of the steel frame platform (34).

8. The integral steel platform structure suitable for variable cross-section jacking according to claim 1 is characterized in that: A suspension platform system (4) is arranged on the floor where the steel frame platform (34) is located; the suspension platform system (4) serves as an operating platform for construction personnel and extends toward the floor below where the casting has been completed.

9. The integral steel platform structure suitable for variable cross-section jacking according to claim 1, characterized in that: The lifting device (21) adopts a long-stroke jack.

10. A variable cross-section jacking construction method using the integral steel platform structure according to any one of claims 1 to 9, characterized in that: The Nth floor is the floor to be climbed, the N-1th floor is the current construction floor, the N-2th floor and the N-3th floor are the anchoring floors of the upper anchoring tripod (12) and the lower anchoring tripod (13), respectively. The specific variable-section jacking steps are as follows: S1: After the N-1 layer is poured, the vertical structure lower reinforcement is tied for the N-1 layer to be poured; confirm that the N-1 layer below meets the jacking strength requirements, and check and confirm the pre-buried anchor climbing cone (11) in the N-1 layer shear wall; S2: dismantle the anchor connection between the N-2 layer shear wall and the upper anchor tripod (12); control the hydraulic rod (25) and the lifting device (21) through the hydraulic pump station control system to lift the tower column (31) upward, and drive the upper anchor tripod (12) to the elevation of the anchor climbing cone (11) pre-buried in the N-1 layer shear wall. At this time, the steel frame platform (34) in the steel frame system (3) is lifted to the N layer; S3: loosen the connection between the tower column connection seat (37) at the bottom end of the tower column (31) and the upper anchoring tripod (12); loosen the connection between the upper adjustment shaft rod (38) on the upper anchoring tripod (12) and the tower column connection seat (37); push the upper anchoring tripod (12) horizontally in the wall shrinking direction, and then anchor the upper anchoring tripod (12) and the anchor climbing cone (11) in the N-1 layer shear wall; telescopically adjust the upper adjustment shaft rod (38) to adapt to the distance between the tower column (31) and the shear wall (5) after the variable cross-section is lifted, and re-fix the upper adjustment shaft rod (38) and the tower column connection seat (37); S4: dismantle the anchor connection between the N-3 layer shear wall and the lower anchor tripod (13); control the hydraulic rod (25) and the lifting device (21) through the hydraulic pump station control system to lift the lower anchor tripod (13) to the elevation of the anchor climbing cone (11) pre-buried in the N-2 layer shear wall; S5: loosen the connection between the lifting device connection seat (22) and the lower anchoring tripod (13); loosen the connection between the lower adjustment shaft rod (23) on the lower anchoring tripod (13) and the lifting device connection seat (22); push the lower anchoring tripod (13) horizontally in the wall shrinking direction, and then anchor the lower anchoring tripod (13) and the anchor climbing cone (11) pre-buried in the N-2 layer shear wall; telescopically adjust the lower adjustment shaft rod (23) to adapt to the distance between the hydraulic rod (25) and the lifting device (21) and the shear wall (5) after the variable cross-section jacking, and re-fix the lower adjustment shaft rod (23) and the lifting device connection seat (22); complete the jacking of the overall steel platform structure during the variable cross-section construction process.

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