Concrete prefabricated column demolding and overturning auxiliary device

Abstract

The utility model discloses a concrete prefabricated column demoulding turnover auxiliary device which is used for being installed on a stress column body, the stress column body is a part between one end, farthest from a turnover lifting point, of a concrete prefabricated column and the turnover lifting point, and the stress column body comprises an installation frame, a first stress arm and a second stress arm, and the first stress arm and the second stress arm are oppositely arranged on the installation frame. The two ends of the first stress arm and the two ends of the second stress arm are provided with contact assemblies. During installation, the first force-bearing arm and the second force-bearing arm are both parallel to the force-bearing column body, and the first force-bearing arm and the second force-bearing arm are detachably arranged on the lower half faces of the two opposite side faces, in the horizontal direction, of the force-bearing column body respectively through respective contact assemblies. And the lower half surface is a part of the stressed column body falling below the horizontal plane where the central axis of the stressed column body is located on the two opposite side surfaces in the horizontal direction. According to the utility model, the construction cost is controlled, and meanwhile, the concrete prefabricated column with a high slenderness ratio is effectively prevented from being excessively deformed or cracked during demolding and overturning.

Description

TECHNICAL FIELD

[0001] The utility model relates to the technical field of building construction, especially a concrete precast column stripping and turnover auxiliary device. BACKGROUND

[0002] The concrete precast column is completed in advance in a factory or a precast site and then transported to a construction site for installation. The concrete precast column is one of concrete precast components. In the production process, the concrete precast column successively undergoes processes such as steel reinforcement cage binding, end mold installation, concrete pouring, and mold closing. When used at a construction site, the concrete precast column needs to be subjected to stripping and turnover operations by a crane.

[0003] In the turnover, the current general practice is to set a turnover lifting point at the top or the middle upper part of the concrete precast column, and use the lowermost edge of the concrete precast column as the turnover point. In the turnover process, the concrete precast column is in an inclined state. The upward pulling force of the lifting and the gravity of the concrete precast column will form tensile stress between the upper and lower surfaces of the concrete precast column. When the tensile stress exceeds the standard value of the tensile strength of the concrete, the concrete precast column will be deformed excessively or cracked.

[0004] Especially for the concrete precast column with a high slenderness ratio, the single-point lifting method cannot avoid the situation of excessive deformation or cracking. Therefore, there are two existing solutions, i.e., double-lifting-point lifting and back-type steel frame auxiliary operation.

[0005] The double-lifting-point lifting solution requires two lifting devices, which is too high in construction cost. When the back-type steel frame is used, the concrete precast component itself still needs to bear the tensile force. The back-type steel frame only converts the tensile stress in the up-down direction into the axial direction. For the concrete precast column with an ultra-high slenderness ratio in the application scenario of a substation, the back-type steel frame cannot avoid the excessive deformation or cracking of the concrete precast column. SUMMARY

[0006] The technical problem to be solved by the utility model is to provide a concrete precast column stripping and turnover auxiliary device, which can effectively prevent the concrete precast column with a high slenderness ratio from being excessively deformed or cracked during stripping and turnover while controlling the construction cost.

[0007] To solve the above technical problem, the utility model adopts the following technical scheme:

[0008] A concrete precast column stripping and turnover auxiliary device is used to be installed on a force-bearing column body. The force-bearing column body is the part between the end farthest from a turnover lifting point of the concrete precast column in a horizontal state and the turnover lifting point. The device comprises a mounting frame and first and second force-bearing arms oppositely arranged on the mounting frame.

[0009] Both ends of the first force arm and both ends of the second force arm are provided with a joint assembly;

[0010] In the installation, the first force arm and the second force arm are parallel to the force column, and the first force arm and the second force arm are respectively detachably arranged on the lower half of the two opposite sides of the force column through the respective joint assembly, and the lower half is the part falling below the horizontal plane where the central axis of the force column is located on the two opposite sides of the force column in the horizontal direction.

[0011] Further, the first force arm, the mounting frame and the second force arm form an installation through slot for avoiding the force column;

[0012] The width of the installation through slot is matched with the force column, and the distance from the joint assembly to the bottom of the installation through slot is greater than the distance between the central axis of the force column and the upper surface of the force column.

[0013] Further, the mounting frame comprises a first stiffened truss, a second stiffened truss and a connecting piece;

[0014] The first stiffened truss and the second stiffened truss are oppositely arranged, and the first stiffened truss and the second stiffened truss are connected through the connecting piece;

[0015] The first force arm and the second force arm are respectively located on the first stiffened truss and the second stiffened truss.

[0016] Further, the connecting piece is at least two, and all the connecting pieces are distributed between the first stiffened truss and the second stiffened truss.

[0017] Further, the connecting piece is provided with a lifting ring.

[0018] Further, the joint assembly comprises a mounting plate, a pre-buried card seat and a connecting pin shaft;

[0019] Both ends of the first force arm and both ends of the second force arm are provided with the mounting plate;

[0020] The mounting plate is provided with a limiting hole, and the pre-buried card seat is used for pre-buried in the force column and corresponds to the opening on the force column;

[0021] One end of the connecting pin shaft can pass through the limiting hole and the opening at the same time and be connected with the pre-buried card seat.

[0022] Further, the joint assembly further comprises a filling plate;

[0023] The filling plate is provided with an avoiding slot corresponding to the limiting hole, and is used for inserting into the gap between the mounting plate and the force bearing column.

[0024] Further, the lifting pin shaft and the lifting lug plate are further included.

[0025] The lifting lug plate is provided with a shaft hole and a limiting hole in communication, and the hole diameter of the shaft hole is larger than that of the limiting hole.

[0026] The lifting lug plate can be clamped and fixed on the lifting pin shaft through the limiting hole, and the lifting pin shaft is used for being installed on the overturning lifting point.

[0027] Further, the pre-buried clamping seat has a pin seat and vertical extension parts arranged on both sides of the pin seat.

[0028] One end of the pin seat is provided with an opening hole for inserting the connecting pin shaft 63.

[0029] Further, the filling plate is provided with an operation handle.

[0030] The concrete precast column demolding overturning auxiliary device has the advantages that the first force bearing arm and the second force bearing arm are connected to the opposite two sides of the force bearing column of the concrete precast column in the horizontal direction, and the first force bearing arm and the second force bearing arm are located below the horizontal plane where the central axis of the force bearing column is located, so that when the concrete precast column is demolded and overturned, the first force bearing arm and the second force bearing arm can replace the force bearing column to bear the tensile stress generated during overturning, the tensile stress borne by the concrete precast column is significantly reduced, and single-lifting-point operation is still used, so that the construction cost is controlled, and excessive deformation or cracking of the concrete precast column with a high slenderness ratio during demolding and overturning is effectively prevented. BRIEF DESCRIPTION OF DRAWINGS

[0031] Figure 1 The utility model relates to a kind of concrete precast column demolding overturning auxiliary device on the installation schematic view of concrete precast column of the utility model;

[0032] Figure 2 The utility model relates to a kind of concrete precast column demolding overturning auxiliary device and the cooperation schematic view of lifting device of the utility model;

[0033] Figure 3 The utility model relates to a kind of concrete precast column demolding overturning auxiliary device and the cooperation schematic view of lifting device of the utility model;

[0034] Figure 4A turning state schematic view of the concrete precast column after installation of the concrete precast column demolding and turning auxiliary device of the utility model;

[0035] Figure 5 A dismounting schematic view of the concrete precast column demolding and turning auxiliary device of the utility model after the concrete precast column is turned over;

[0036] Figures 6 to 8 A mounting process schematic view of the contact point assembly of the concrete precast column demolding and turning auxiliary device of the utility model on the stressed column body of the concrete precast column;

[0037] A mounting process schematic view of the hoisting pin shaft and hoisting lug plate of the concrete precast column demolding and turning auxiliary device of the utility model on the concrete precast column;

[0038] Figures 9 to 11 A mounting process schematic view of the hoisting pin shaft and hoisting lug plate of the concrete precast column demolding and turning auxiliary device of the utility model on the concrete precast column;

[0039] Figure 12 A stiffening truss size schematic view of the concrete precast column demolding and turning auxiliary device of the utility model embodiment one when simulating and verifying;

[0040] Figure 13 A model sketch of SAP2000 and Abaqus when the concrete precast column demolding and turning auxiliary device of the utility model embodiment one is simulated and verified;

[0041] Figure 14 A Z9 column deformation result comparison graph when the concrete precast column demolding and turning auxiliary device of the utility model embodiment one is simulated and verified;

[0042] Figure 15 A Z9 column stress calculation result graph when the concrete precast column demolding and turning auxiliary device of the utility model embodiment one is simulated and verified;

[0043] Figure 16 A Z8 column deformation result comparison graph when the concrete precast column demolding and turning auxiliary device of the utility model embodiment one is simulated and verified;

[0044] Figure 17 A Z7 column stress calculation result graph when the concrete precast column demolding and turning auxiliary device of the utility model embodiment one is simulated and verified.

[0045] Label explanation:

[0046] 1, concrete precast column; 2, turning lifting point; 3, mounting frame; 4, first stress arm; 5, second stress arm; 6, contact point assembly; 7, hoisting pin shaft; 8, hoisting lug plate; 9, shaft hole; 10, limiting hole;

[0047] 31, first stiffening truss; 32, second stiffening truss; 33, connecting member; 34, lifting eye;

[0048] 61, mounting plate; 62, pre-buried seat; 63, connecting pin shaft; 64, filling plate. DETAILED DESCRIPTION

[0049] To illustrate the technical content of the utility model, the purposes and effects achieved, the following will be described in conjunction with the embodiments and the accompanying drawings.

[0050] Please refer to Figures 1 to 11 A concrete prefabricated column demolding overturning auxiliary device for installation on a force-bearing column, the force-bearing column being a part between the farthest end of the concrete prefabricated column 1 from a overturning lifting point 2 and the overturning lifting point 2 in a horizontal state, comprising a mounting frame 3 and a first force-bearing arm 4 and a second force-bearing arm 5 oppositely arranged on the mounting frame 3;

[0051] Both ends of the first force-bearing arm 4 and both ends of the second force-bearing arm 5 are provided with a joint assembly 6;

[0052] In installation, the first force-bearing arm 4 and the second force-bearing arm 5 are parallel to the force-bearing column, and the first force-bearing arm 4 and the second force-bearing arm 5 are respectively detachably arranged on the lower half of the two opposite sides of the force-bearing column in the horizontal direction through the respective joint assemblies 6, and the lower half is the part falling below the horizontal plane where the central axis of the force-bearing column is located on the two opposite sides of the force-bearing column in the horizontal direction.

[0053] From the above description, the beneficial effects of the utility model are that: the concrete prefabricated column 1 demolding overturning auxiliary device is additionally provided, which comprises a mounting frame 3 and a first force-bearing arm 4 and a second force-bearing arm 5 oppositely arranged on the mounting frame 3, the device as a whole is installed in a spanning manner, the first force-bearing arm 4 and the second force-bearing arm 5 are respectively connected to the two opposite sides of the force-bearing column of the concrete prefabricated column 1 in the horizontal direction, and the connecting points of the first force-bearing arm 4, the second force-bearing arm 5 and the joint assembly 6 on the force-bearing column are all located below the horizontal plane where the central axis of the force-bearing column is located, so that when the concrete prefabricated column 1 is demolded and overturned, the first force-bearing arm 4 and the second force-bearing arm 5 can first replace the force-bearing column to bear the tensile stress generated in overturning, so that the tensile stress borne by the concrete prefabricated column 1 is significantly reduced, and single-lifting-point operation is still used, which effectively prevents the concrete prefabricated column 1 with high slenderness ratio from being excessively deformed or cracked in demolding and overturning while controlling the construction cost.

[0054] Further, the first force-bearing arm 4, the mounting frame 3 and the second force-bearing arm 5 form an installation through slot for avoiding the force-bearing column;

[0055] The width of the installation channel is matched with the force bearing column, and the distance between the contact point assembly 6 and the bottom of the installation channel is greater than the distance between the central axis of the force bearing column and the upper surface of the force bearing column.

[0056] As can be seen from the above description, the installation channel composed of the first force bearing arm 4, the mounting frame 3 and the second force bearing arm 5 can quickly position the device during installation, reduce the gap between the first force bearing arm 4 and the second force bearing arm 5 and the force bearing column, and improve the compactness of the overall installation and connection of the device.

[0057] Further, the mounting frame 3 comprises a first stiffened truss 31, a second stiffened truss 32 and a connecting piece 33.

[0058] The first stiffened truss 31 and the second stiffened truss 32 are oppositely arranged, and the first stiffened truss 31 and the second stiffened truss 32 are connected through the connecting piece 33.

[0059] The first force bearing arm 4 and the second force bearing arm 5 are respectively located on the first stiffened truss 31 and the second stiffened truss 32.

[0060] As can be seen from the above description, the mounting frame 3 is composed of the first stiffened truss 31, the second stiffened truss 32 and the connecting piece 33; the first stiffened truss 31 and the second stiffened truss 32 correspond to the first force bearing arm 4 and the second force bearing arm 5 respectively, which not only reduces the weight of the device, but also ensures sufficient rigidity of the device to effectively resist large tension or pressure.

[0061] Further, the connecting piece 33 is at least two, and all the connecting pieces 33 are arranged between the first stiffened truss 31 and the second stiffened truss 32.

[0062] As can be seen from the above description, a plurality of connecting pieces 33 are arranged between the first stiffened truss 31 and the second stiffened truss 32, which improves the stability and anti-deformation ability of the mounting frame 3 as a whole.

[0063] Further, the connecting piece 33 is provided with a lifting ring 34.

[0064] As can be seen from the above description, by providing the lifting ring 34 on the connecting piece 33, the device can be used as a switching part for lifting, so that it can be used for transporting the concrete prefabricated column 1 in a horizontal state, realizing the multifunctional and flexible application of the device.

[0065] Further, the contact point assembly 6 comprises a mounting plate 61, a pre-buried card seat 62 and a connecting pin shaft 63.

[0066] Both ends of the first force bearing arm 4 and both ends of the second force bearing arm 5 are provided with the mounting plate 61.

[0067] The mounting plate 61 is provided with a limiting hole 10, and the pre-buried card seat 62 is used for pre-buried in the force bearing column and corresponds to the opening on the force bearing column;

[0068] One end of the connecting pin shaft 63 can pass through the limiting hole 10 and the opening at the same time and be connected with the pre-buried card seat 62.

[0069] From the above description, it can be known that in the joint part, the pre-buried card seat 62 located in the force bearing column cooperates with the connecting pin shaft 63 on the mounting plate 61, the connection stability is improved, and meanwhile, the device can be quickly disassembled after demolding and turning over.

[0070] Further, the joint assembly 6 further comprises a filling plate 64;

[0071] The filling plate 64 is provided with an avoiding slot corresponding to the limiting hole 10, and the filling plate 64 is used for inserting the gap between the mounting plate 61 and the force bearing column.

[0072] From the above description, it can be known that by increasing the filling plate 64, the installation of the joint assembly 6 is more compact, the deviation of the connection part in the axial direction of the connecting pin shaft 63 is avoided, and the stability is improved.

[0073] Further, it further comprises a lifting pin shaft 7 and a lifting lug plate 8;

[0074] The lifting lug plate 8 is provided with an axis hole 9 and a limiting hole 10 in communication, and the hole diameter of the axis hole 9 is greater than that of the limiting hole 10;

[0075] The lifting lug plate 8 can be clamped and fixed on the lifting pin shaft 7 through the limiting hole 10, and the lifting pin shaft 7 is used for being installed on the turning-over lifting point 2.

[0076] From the above description, it can be known that the lifting pin shaft 7 is additionally arranged in the lifting part, and the lifting lug plate 8 is additionally arranged to facilitate the disassembly of the lifting pin shaft 7, so as to reduce the time consumption of the two processes of the hook installation and the hook disengagement of the concrete precast column 1 before and after lifting, and improve the operation efficiency.

[0077] A use method of a concrete precast column demolding and turning-over auxiliary device is applied to the above-mentioned concrete precast column demolding and turning-over auxiliary device, and comprises the following steps:

[0078] S1, control the mounting frame 3 to be close to the force bearing column of the concrete precast column 1, so that the first force bearing arm 4 and the second force bearing arm 5 correspond to the lower half of the two opposite sides of the force bearing column in the horizontal direction respectively;

[0079] S2, detachably fixing the first force arm 4 and the second force arm 5 on the lower half through the joint assembly 6, so that the mounting frame 3 is fixed on the force column;

[0080] S3, after the concrete prefabricated column 1 is demoulded and turned over, the connection of the joint assembly 6 is released, and the mounting frame 3 is removed from the force column.

[0081] From the above description, the beneficial effects of the utility model are that: the concrete prefabricated column 1 demoulding and turning over auxiliary device is additionally arranged, the mounting frame 3 and the first force arm 4 and the second force arm 5 oppositely arranged on the mounting frame 3, the device is integrally installed in a spanning mode, the first force arm 4 and the second force arm 5 are connected to the two opposite sides of the force column of the concrete prefabricated column 1 in the horizontal direction respectively, and the connecting points of the first force arm 4, the second force arm 5 and the joint assembly 6 on the force column are all located below the horizontal plane where the central axis of the force column is located, so that when the concrete prefabricated column 1 is demoulded and turned over, the first force arm 4 and the second force arm 5 can first replace the force column to bear the tensile stress generated during turning over, the tensile stress borne by the concrete prefabricated column 1 is significantly reduced, and single lifting point operation is still used, so that the construction cost is controlled, and the concrete prefabricated column 1 with high slenderness ratio is effectively prevented from being excessively deformed or cracked during demoulding and turning over.

[0082] Further, the step S3 further includes:

[0083] When the concrete prefabricated column 1 is horizontally transported, the hook of the lifting machine is connected to the lifting ring 34 on the mounting frame 3 through a lifting rope, and the concrete prefabricated column 1 is lifted and transported through the mounting frame 3.

[0084] From the above description, by arranging the lifting ring 34 on the connecting piece 33, the device can be used as a switching part for lifting, so that it can be used for transporting the concrete prefabricated column 1 in the horizontal state, and multifunctional flexible application of the device is realized.

[0085] Please refer to Figures 1 to 17 The embodiment one of the utility model is:

[0086] A concrete prefabricated column demoulding and turning over auxiliary device is used for being installed on a force column, the force column is the part between the end of the concrete prefabricated column 1 farthest from a turning over lifting point 2 and the turning over lifting point 2 in the horizontal state, and the device is characterized by comprising a mounting frame 3 and a first force arm 4 and a second force arm 5 oppositely arranged on the mounting frame 3, the two ends of the first force arm 4 and the two ends of the second force arm 5 are all provided with a joint assembly 6.

[0087] During installation, the concrete prefabricated column 1 is combined with Figures 1 to 3As shown, the first force arm 4 and the second force arm 5 are parallel to the force bearing column, and the first force arm 4 and the second force arm 5 are respectively detachably arranged on the lower half of the two opposite sides of the force bearing column in the horizontal direction through the respective joint assemblies 6, the lower half being the part of the two opposite sides of the force bearing column falling into the central axis of the force bearing column, i.e. Figure 1 the dashed line L in the figure, the part below the horizontal plane. As shown, the first force arm 4 and the second force arm 5 are respectively located on the two sides of the force bearing column of the concrete precast column 1, so that the device as a whole "rides" on the concrete precast column 1, while ensuring that the first force arm 4 and the second force arm 5 themselves and the connection positions all fall below the central axis of the force bearing column of the concrete precast column 1; when the concrete precast column 1 is turned over, the first force arm 4 and the second force arm 5 bear the upward pulling force of the hoisting and the gravity of the concrete precast column 1 to form tensile stress between the upper and lower surfaces of the concrete precast column 1, so as to reduce the tensile stress borne by the force bearing column.

[0088] In the embodiment, as shown in Figure 3 , the first force arm 4, the mounting rack 3 and the second force arm 5 form a mounting through slot for avoiding the force bearing column; the width of the mounting through slot is matched with the force bearing column, and the distance between the joint assembly 6 and the bottom of the mounting through slot is greater than the distance between the central axis of the force bearing column and the upper surface of the force bearing column. Preferably, the mounting rack 3 comprises a first stiffening truss 31, a second stiffening truss 32 and a connecting piece 33; the first stiffening truss 31 and the second stiffening truss 32 are oppositely arranged, and the first stiffening truss 31 and the second stiffening truss 32 are connected through the connecting piece 33; the first force arm 4 and the second force arm 5 are respectively located on the first stiffening truss 31 and the second stiffening truss 32. Optionally, the connecting piece 33 is at least two, and all the connecting pieces 33 are arranged between the first stiffening truss 31 and the second stiffening truss 32.

[0089] It can be seen from Figure 1 that the first stiffening truss 31 and the second stiffening truss 32 are both in the shape of a trapezoid composed of four triangular units, and the bottom edges of the trapezoids are respectively the first force arm 4 and the second force arm 5. Moreover, not only the two ends of the first force arm 4 and the two ends of the second force arm 5 have the joint assembly 6, but also the positions where the middle sections of the first force arm 4 and the second force arm 5 correspond to the edge intersections of different triangular units are also provided with the joint assembly 6. Furthermore, in order to be applicable to the stripping and turning over process of a longer concrete precast column 1, the first stiffening truss 31 and the second stiffening truss 32 can be composed of more triangular units and have longer bottom edges, i.e. longer first force arm 4 and second force arm 5.

[0090] As shown in Figures 6 to 8As shown, the contact point assembly 6 includes a mounting plate 61, a filling plate 64, a pre-embedded socket 62, and a connecting pin shaft 63; the two ends of the first force arm 4 towards the side of the second force arm 5 and the two ends of the second force arm 5 towards the side of the first force arm 4 are each provided with a mounting plate 61; the mounting plate 61 is provided with a limiting hole 10, the pre-embedded socket 62 is used for pre-embedding in the force bearing column and corresponding to the opening on the force bearing column; one end of the connecting pin shaft 63 can pass through the limiting hole 10 and the opening at the same time and be connected with the pre-embedded socket 62; the filling plate 64 is provided with a avoiding slot corresponding to the limiting hole 10, and the lower part of the filling plate 64 is provided with an operating handle, and the filling plate 64 is used for inserting into the gap between the mounting plate 61 and the force bearing column. Among them, the pre-embedded socket 62 has a pin seat and a vertical extension part arranged on both sides of the pin seat, and one end of the pin seat is provided with an opening hole for inserting the connecting pin shaft 63.

[0091] As shown, Figures 9 to 11 It also includes a lifting pin shaft 7 and a lifting lug plate 8; the lifting lug plate 8 is provided with a shaft hole 9 and a limiting hole 10 in communication, and the hole diameter of the shaft hole 9 is larger than that of the limiting hole 10; the lifting lug plate 8 can be clamped and fixed on the lifting pin shaft 7 through the limiting hole 10, and the lifting pin shaft 7 is used for being installed on the overturning lifting point 2.

[0092] In this embodiment, combined with Figure 2 and Figure 4 , the use process of the concrete precast column demolding overturning auxiliary device is as follows:

[0093] Firstly, control the installation frame 3 to be close to the force bearing column of the concrete precast column 1, so that the first force arm 4 and the second force arm 5 correspond to the lower half of the two opposite sides of the force bearing column in the horizontal direction respectively;

[0094] Then, the first force arm 4 and the second force arm 5 are detachably fixed on the lower half through the contact point assembly 6, so that the installation frame 3 is fixed on the force bearing column;

[0095] In this embodiment, the concrete precast column 1 demolding overturning auxiliary device can not only be used for concrete precast column 1 demolding overturning, but also can be used for lifting and transporting the concrete precast column 1 through the lifting hook of the lifting machine connected with the lifting ring 34 on the installation frame 3.

[0096] When the concrete precast column 1 demolding overturning is carried out, as shown, the overturning lifting point 2 can be opened on the two sides of the concrete precast column 1 corresponding to the first force arm 4 and the second force arm respectively, and then the lifting pin shaft 7 is connected into the overturning lifting point 2 through the lifting lug plate 8, and the lifting lug plate 8 is connected with the lifting rope of the lifting machine.

[0097] Finally, after the concrete precast column 1 demolding overturning, the connection of the contact point assembly 6 is released, and the installation frame 3 is taken off from the force bearing column.

[0098] Meanwhile, regarding the first force arm 4 and the second force arm 5 of the concrete precast column 1 demolding and flipping auxiliary device in this embodiment, they can withstand part of the tensile stress on the concrete precast column 1 during the demolding and flipping process, preventing the concrete precast column 1 from deforming or cracking. The simulation verification is as follows:

[0099] First, the materials used in the verification are described below:

[0100] like Figure 12 As shown, both the first stiffening truss 31 and the second stiffening truss 32 are made of Q235 steel with a cross-section of 120×120×6 square tubing. The precast concrete column 1 is made of C40 concrete. Column Z8 has a cross-section of 600×700 mm and a length of 16.591 m, while column Z9 has a cross-section of 600×800 mm and a length of 17.347 m. Pre-drilled holes in the column body connect it to the first load-bearing arm 4 and the second load-bearing arm 5 via three connecting pins 63.

[0101] Then, the Z9 column section and the Z8 column section were verified and analyzed respectively:

[0102] (a) Z9 column section

[0103] The Z9 column has a cross-section of 600 x 800 mm and a length of 17.347 m. The second lifting point is located 4.197 m from the top of the column, with the lifting hole situated on the central axis of the column cross-section. The stiffening truss has a total length of 9.6 m and a height of 2.15 m. It has three pins at the bottom (spaced 4.8 m apart), with the center of the pin holes 81 mm from the column bottom. The lower chord of the truss is 32 cm eccentric to the column's central axis, and the rightmost end of the truss is 1.2 m from the column bottom.

[0104] As shown in the figure, to verify the accuracy of the results, two methods, SAP2000 finite element method and Abaqus solid finite element method, were used for modeling and comparison. The cross-sectional dimensions, boundary conditions, and load conditions of the two models were identical.

[0105] SAP2000 uses a two-dimensional planar truss model, treating the column bases and suspension points as hinged supports. The truss members are given twice the cross-sectional width to approximate the stiffness of a double-span spatial truss. Considering the eccentricity between the truss as a whole and the column's central axis, the truss position in the SAP2000 model is shifted downwards, and a short connecting rod is installed at pin hole 9 to connect with the column. This connecting rod provides tension on the column, simulating the coordinated deformation of the truss and column.

[0106] Therefore, combined Figure 13 As shown, the deformation results analysis of the SAP2000 model and the Abaqus model shows that the maximum vertical deformation U2 value of the Z9 column calculated by SAP2000 is 2.9mm, which is slightly larger than that of Abaqus. This indicates that SAP2000 underestimates the stiffness of the stiffening truss.

[0107] Then, the bending moment Mx and shear force Vy of the SAP2000 model and the Abaqus model are calculated, and Table 1 is obtained:

[0108]

[0109] Table 1 Statistics of bending moment Mx and shear force Vy of Z9 SAP2000 model and Abaqus model

[0110] It can be seen that the column internal force distribution results of SAP2000 and Abaqus are similar. The calculated value of the bending moment between the column span of the stiffening truss arranged by SAP2000 is slightly larger than that of Abaqus, which indicates that the stiffness estimation of the stiffening truss by SAP2000 is slightly smaller, which is consistent with the foregoing conclusion.

[0111] Based on this, the maximum bending moment M1k=152kN*m calculated by SAP2000 and Abaqus in Table 1 is selected to calculate the stress results of the concrete column:

[0112] ;

[0113] Wherein, W1 represents the section resistance distance.

[0114] The stress of the entire Z8 column is calculated by the above calculation method, and the results are shown in Figure 14 It can be seen that: considering the 1.5 hoisting dynamic coefficient, the tensile stress on the upper and lower surfaces of the prefabricated column Z9 is less than 2.3N / mm 2 , which is less than the standard value of the tensile strength of C40 concrete (ftk=2.39N / mm 2 ), and cracking will not occur during overturning. At the same time, the SAP2000 model and the Abaqus model can be used to analyze the bar axial force and truss stress of the stiffening truss to ensure that the current specification of the stiffening truss meets the design requirements.

[0115] (I) Z8 column section

[0116] The Z8 column section is 600X700, and the length is 16.591m, which is about 1m shorter than the length of Z9 column. The hoisting point and the placement position of the stiffening truss are adjusted according to the internal force distribution. The hoisting point is 3.891m away from the top of the column. The size and placement height of the stiffening truss are the same as those of Z9, and the right end of the truss is 1.15m away from the bottom of the column.

[0117] The SAP2000 model and the Abaqus model of the Z8 column section are also established, and then the internal stress analysis is carried out, as shown in Figure 15As shown in Table 2, the maximum value of the vertical deformation U2 of the Z8 column calculated by SAP2000 is 2.7mm, which is slightly larger than that calculated by Abaqus, indicating that the rigidity estimation of the stiffening truss by SAP2000 is slightly smaller, which is consistent with the calculation conclusion of Z9.

[0118] Then, the bending moment Mx and the shear force Vy of the Z8 column section are calculated, and Table 2 is obtained.

[0119]

[0120] Table 2: Bending moment Mx and shear force Vy statistics table of Z9 SAP2000 model and Abaqus model

[0121] It can be seen that the column internal force distribution results of SAP2000 and Abaqus are approximately the same. The bending moment calculation value of SAP2000 in the column span of the stiffening truss is slightly larger than that of Abaqus, indicating that the rigidity estimation of the stiffening truss by SAP2000 is slightly smaller, which is consistent with the calculation conclusion of Z9.

[0122] Therefore, the maximum bending moment M1k=114kN*m calculated by SAP2000 and Abaqus in Table 1 is selected to calculate the stress results of the concrete column:

[0123] ;

[0124] The above calculation method is used to calculate the stress of the entire Z8 column by finite element method, and the results are shown in Table 2. Figure 16 It can be seen that: considering the lifting dynamic coefficient of 1.5, the maximum tensile stress on the upper and lower surfaces of the prefabricated column Z8 is less than 2.3N / mm 2 , which is less than the standard value of the tensile strength of C40 concrete (ftk=2.39N / mm 2 ), and cracking will not occur during the overturning.

[0125] In summary, the concrete prefabricated column stripping and overturning auxiliary device provided by the utility model is characterized in that a mounting frame and a first stress arm and a second stress arm oppositely arranged on the mounting frame are connected through a connecting pin shaft of a joint assembly; the device as a whole adopts a spanning type installation, the first stress arm and the second stress arm are connected to the two opposite sides of the stress column body of the concrete prefabricated column in the horizontal direction respectively, and the first stress arm and the second stress arm are both located below the horizontal plane where the central axis of the stress column body is located, so that when the concrete prefabricated column is stripped and overturned, the first stress arm and the second stress arm can first replace the stress column body to bear part of the tensile stress generated during the overturning, the tensile stress borne by the concrete prefabricated column is significantly reduced, and the single lifting point operation is still used, thereby controlling the construction cost, effectively preventing the concrete prefabricated column with high slenderness ratio from being excessively deformed or cracked during stripping and overturning, and the lifting pin shaft and the lifting lug plate are additionally arranged, thereby improving the operation efficiency.

[0126] The above only describes the embodiments of the present application, and does not limit the patent scope of the present application, and any equivalent transformation or direct or indirect application in the related technical field using the content of the present application specification and drawings is also included in the patent protection scope of the present application.

Claims

1. A concrete precast column demolding and overturning auxiliary device for being installed on a force-bearing column body, the force-bearing column body being a portion of the concrete precast column in a horizontal state farthest from a overturning hoisting point to the overturning hoisting point, characterized in that, The mounting frame, the first force arm and the second force arm are oppositely arranged on the mounting frame; Both ends of the first force arm and both ends of the second force arm are provided with joint assemblies; During installation, the first force arm and the second force arm are parallel to the force column, and the first force arm and the second force arm are respectively detachably arranged on the lower half of the two opposite sides of the force column through the joint assemblies, and the lower half is the part of the two opposite sides of the force column falling below the horizontal plane where the central axis of the force column is located.

2. The demolding and overturning auxiliary device for a prefabricated concrete column according to claim 1, characterized in that, The first force arm, the mounting frame and the second force arm form a mounting channel for avoiding the force column; The width of the mounting channel is matched with the force column, and the distance from the joint assembly to the bottom of the mounting channel is greater than the distance between the central axis of the force column and the upper surface of the force column.

3. The demolding and overturning auxiliary device for a prefabricated concrete column according to claim 1, characterized in that, The mounting frame comprises a first stiffening truss, a second stiffening truss and a connecting piece; The first stiffening truss and the second stiffening truss are oppositely arranged, and the first stiffening truss and the second stiffening truss are connected through the connecting piece; The first force arm and the second force arm are respectively located on the first stiffening truss and the second stiffening truss.

4. The demolding and overturning auxiliary device for a prefabricated concrete column according to claim 3, characterized in that The connecting piece is at least two, and all the connecting pieces are arranged between the first stiffening truss and the second stiffening truss.

5. The demolding and overturning auxiliary device for a concrete precast column according to claim 3, characterized in that, The connecting piece is provided with a lifting ring.

6. The demolding and overturning auxiliary device for a concrete precast column according to claim 1, characterized in that, The joint assembly comprises a mounting plate, a pre-buried card seat and a connecting pin shaft; Both ends of the first force arm and both ends of the second force arm are provided with the mounting plate; The mounting plate is provided with a limiting hole, and the pre-buried card seat is used for pre-buried in the force column and corresponds to the opening on the force column; One end of the connecting pin shaft can pass through the limiting hole and the opening at the same time and be connected with the pre-buried card seat.

7. The demolding and overturning auxiliary device for a concrete precast column according to claim 6, characterized in that, The joint assembly further comprises a filling plate; The filling plate is provided with an avoiding slot corresponding to the limiting hole, and the filling plate is used for inserting the gap between the mounting plate and the force column.

8. The demolding and overturning auxiliary device for a concrete precast column according to claim 1, characterized in that, It also includes a lifting pin shaft and a lifting lug plate; The lifting lug plate is provided with a shaft hole and a limiting hole in communication, and the hole diameter of the shaft hole is greater than that of the limiting hole; The lifting lug plate can be clamped and fixed on the lifting pin shaft through the limiting hole, and the lifting pin shaft is used for installation on the overturning lifting point.

9. The demolding and overturning auxiliary device for a concrete precast column according to claim 6, characterized in that, The pre-buried card seat has a pin seat and vertical extension parts arranged on both sides of the pin seat; One end of the pin seat is provided with an opening hole for inserting the connecting pin shaft.

10. The demolding and overturning auxiliary device for a concrete precast column according to claim 7, characterized in that, The filling plate is provided with an operating handle.

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