Active control method for floor elevation of suspension steel structure

Abstract

The present application belongs to the field of building engineering construction technology, and discloses a kind of suspension steel structure floor elevation active control method, comprising the following steps: construction core tube structure, and symmetrically construction cantilever truss layer on the top of core tube structure;Suspension steel structure is constructed by using forward construction method or reverse construction method, and the vertical deformation of each suspension floor of suspension steel structure is caused by lifting suspension steel structure, and the elevation of each suspension floor is adjusted to the design standard value allowed range.In the construction process, the above-mentioned construction method can actively control the elevation of the suspension floor according to the actual construction situation, has high flexibility, and can more accurately meet the design requirements.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, and in particular to a method for actively controlling the floor elevation of suspended steel structures. Background Technology

[0002] In conventional suspended steel structure construction, as the suspended floors are installed cumulatively, the load gradually increases, and each suspended floor will experience varying degrees of deflection. There are two commonly used methods for controlling floor elevation. The first method, based on construction simulation calculations, determines the final elevation of each suspended floor upon structural completion, using pre-cambering to compensate for the floor deflection that will occur during installation. The second method, also based on construction simulation calculations, incorporates a reverse-camber tensioned cable structure within the structure to provide pre-deformation for the suspended floors.

[0003] The two conventional methods described above can compensate for the deflection of suspended floors to some extent, but they have significant drawbacks. First, they are highly dependent on the accuracy of the construction simulation calculations. Second, the control measures used are all passive; if it is necessary to increase or decrease the deflection of the suspended floors during construction, this cannot be achieved. Summary of the Invention

[0004] The purpose of this invention is to provide a method for actively controlling the floor elevation of suspended steel structures, which can use the actual construction conditions as the control standard to implement active control and adjustment of the floor elevation.

[0005] To achieve this objective, the present invention adopts the following technical solution:

[0006] The active control method for floor elevation of suspended steel structures includes the following steps:

[0007] Construct the core tube structure, and symmetrically construct cantilever truss layers on top of the core tube structure;

[0008] The suspended steel structure is constructed using either the forward or reverse construction method. The suspended steel structure is then lifted, causing vertical deformation of each suspended floor and adjusting the elevation of each suspended floor to within the allowable range of the design standard value.

[0009] Preferably, the vertical deformation of each suspended floor of the suspended steel structure is achieved by a lifting device.

[0010] Preferably, the lifting device includes a jack, a flexible connecting line, and a control system. One end of the flexible connecting line is connected to the jack, and the other end of the flexible connecting line can be connected to the nth suspended floor of the suspended steel structure, where n is the total number of suspended floors. The control system is communicatively connected to the jack.

[0011] Preferably, the reverse construction method for the suspended steel structure comprises the following steps:

[0012] Temporary support at the bottom of the construction site;

[0013] The suspended steel structure is constructed layer by layer upwards on the temporary support at the bottom to the nth suspended floor, where n is the total number of suspended floors. Adjacent suspended floors are connected by structural hanging columns.

[0014] The lifting device is installed on the cantilever truss layer, and the lifting device is connected to the suspended floor of the nth layer;

[0015] The lifting operation was carried out to adjust the elevation of each suspended floor to within the design standard range;

[0016] The structural suspension column is installed between the suspended floor on the nth floor and the cantilever truss floor;

[0017] Remove the aforementioned temporary bottom support;

[0018] Remove the lifting device.

[0019] Preferably, the lifting device is unloaded before it is removed.

[0020] Preferably, when lifting the suspended steel structure, the bottom temporary support is unloaded.

[0021] Preferably, a stress sensor is installed on the bottom temporary support, and the stress sensor is communicatively connected to the lifting device.

[0022] Preferably, the cantilever truss layer is constructed first, followed by the suspended steel structure.

[0023] Preferably, the reverse construction method for the suspended steel structure comprises the following steps:

[0024] Install a temporary top support, on which a stress sensor is installed, and the stress sensor is communicatively connected to the lifting device.

[0025] Construction of each suspended floor of the suspended steel structure proceeds from top to bottom until the first floor is reached;

[0026] The lifting device is installed on the cantilever truss layer, and the lifting device is connected to the nth suspended floor.

[0027] The lifting operation was carried out and the temporary top support and stress sensor were removed, so that the elevation of each suspended floor was adjusted to the design standard value range;

[0028] Complete the installation of the structural suspension columns between the suspended floor and the cantilever truss floor of the nth floor.

[0029] Preferably, the top temporary support includes a first support column and a second support column. Both the first and second support columns have pin holes for a connecting pin to pass through. The radius of the pin hole on at least one of the first and second support columns is larger than the radius of the connecting pin, and the connecting pin is inserted into the pin hole. Preferably,

[0030] The beneficial effects of the present invention are as follows: The active control method for the elevation of suspended steel structures in the present invention can actively control the elevation of suspended floors according to the actual construction situation during the construction process, which is highly flexible and can more accurately meet the design requirements. Attached Figure Description

[0031] Figure 1 This is a construction diagram of the cantilever truss layer using either the forward or reverse construction method in an embodiment of the present invention;

[0032] Figure 2 This is a schematic diagram of the construction of the first suspended floor in Embodiment 1 of the present invention;

[0033] Figure 3 This is a schematic diagram of a construction process up to the nth suspended floor according to an embodiment of the present invention;

[0034] Figure 4 This is a schematic diagram of the lifting operation using the lifting device in Embodiment 1 of the present invention;

[0035] Figure 5 This is a construction diagram illustrating the installation of structural columns between the cantilever truss layer and the nth suspended floor in Embodiment 1 of the present invention.

[0036] Figure 6 This is a construction diagram illustrating the removal of the temporary bottom support in Embodiment 1 of the present invention;

[0037] Figure 7 This is a construction diagram illustrating the dismantling of the lifting device in Embodiment 1 of the present invention;

[0038] Figure 8 This is a construction diagram of the nth suspended floor in Embodiment 2 of the present invention;

[0039] Figure 9 This is a construction diagram of the first suspended floor in Embodiment 2 of the present invention;

[0040] Figure 10 This is a schematic diagram of the lifting operation using the lifting device in Embodiment 2 of the present invention;

[0041] Figure 11 This is a construction diagram of installing structural columns between the cantilever truss layer and the nth suspended floor in Embodiment 2 of the present invention;

[0042] Figure 12 This is a construction diagram illustrating the dismantling of the lifting device in Embodiment 2 of the present invention;

[0043] Figure 13 This is a schematic diagram of the top temporary support structure in Embodiment 2 of the present invention.

[0044] In the diagram: 1. Core tube; 2. Cantilever truss layer; 3. Suspended floor; 4. Structural hanging column; 5. Bottom temporary support; 6. Top temporary support; 61. First support column; 62. Second support column; 63. Connecting pin; 7. Lifting equipment; 71. Jack; 72. Flexible connecting line; 8. Stress sensor; 9. Data acquisition instrument. Detailed Implementation

[0045] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and not intended to limit it. Furthermore, it should be noted that, for ease of description, the accompanying drawings show only the parts relevant to the present invention, and not all of the structures.

[0046] In the description of this invention, unless otherwise explicitly specified and limited, the terms "connected," "linked," and "fixed" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0047] In this invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can include direct contact between the first and second features, or contact between the first and second features through another feature between them. Furthermore, "above," "over," and "on top" of the second feature includes the first feature directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature includes the first feature directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0048] In the description of this embodiment, the terms "upper," "lower," "left," and "right," etc., refer to the orientation or positional relationship shown in the accompanying drawings. They are used only for ease of description and simplification of operation, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the present invention. In addition, the terms "first" and "second" are used only for distinction in description and have no special meaning.

[0049] This invention proposes a method for actively controlling the floor elevation of a suspended steel structure, comprising the following steps:

[0050] S1. Construct the core tube 1 structure and symmetrically construct the cantilever truss layer 2 on both sides of the top of the core tube 1;

[0051] S2. The suspended steel structure is constructed using either the forward or reverse construction method. The suspended steel structure is then lifted to cause vertical deformation of each suspended floor 3, and the elevation of each suspended floor 3 is adjusted to within the allowable range of the design standard value.

[0052] The above-mentioned active control method for the elevation of suspended steel structure can lift the suspended floor 3 that is deflecting. The lifting height can be determined according to the actual construction situation, thus realizing active control of the elevation of the suspended floor 3. Compared with the method of pre-arching or pre-tensioning, it is not affected by the deviation of the previous simulation analysis results and can more accurately match the design requirements.

[0053] The suspended steel structure is lifted by a lifting device 7 installed on the cantilever truss layer 2. The lifting device 7 includes a jack 71, a flexible connecting line 72, and a control system. The jack 71 is installed on the cantilever truss layer 2. One end of the flexible connecting line 72 is connected to the jack 71, and the other end can be connected to the nth suspended floor 3 of the suspended steel structure. The control system is connected to the jack 71 via a network to control the lifting height of the jack 71. The control system can be a PLC, a microcontroller, a host computer, etc., and the flexible connecting line 72 can be a steel strand, a steel wire rope, etc.

[0054] The following describes in detail the active control method for floor elevation of suspended steel structures of the present invention, using both the forward and reverse construction methods as examples.

[0055] Example 1: Construction Method of Suspended Steel Structure

[0056] like Figure 1 As shown, the core tube 1 structure is first constructed on the structural foundation, and then the sequential construction method of the suspended steel structure is adopted, as follows. Figures 2-7 As shown, it includes the following steps:

[0057] S21. Construct temporary bottom supports 5 on the structural foundation.

[0058] S22. Construct the suspended steel structure, consisting of suspended floors 3, layer by layer upwards on the temporary support 5 at the bottom, up to the nth floor, where n is the total number of suspended floors 3. Adjacent suspended floors 3 are connected by structural hanging columns 4. It should be emphasized that at this point, the nth floor is not connected to the cantilever truss floor 2. During construction, each floor will deflect due to its own weight, and the lower steel structure will also undergo cumulative deformation due to the weight of the upper steel structure. Therefore, at this step, the elevation of each floor does not meet the design standards.

[0059] It is understood that in other embodiments, the cantilever truss layer 2 and the suspended steel structure can be constructed simultaneously, or the suspended steel structure can be constructed first, followed by the cantilever truss layer 2. In this embodiment, the cantilever truss layer 2 is constructed first to avoid interference from the suspended steel structure during the hoisting of the truss used for the cantilever truss layer 2.

[0060] S23. Install multiple lifting devices 7 on the cantilever truss layer 2, and connect the flexible connecting lines 72 of the multiple lifting devices 7 to the suspended floor 3 of the nth layer.

[0061] S24. Perform the lifting operation to adjust the elevation of each suspended floor 3 to within the design standard range. Specifically, use jacks 71 to lift the flexible connecting line 72, which is connected to the suspended steel structure, a certain distance upwards, so that the elevation of each suspended floor 3 enters the design allowable range. The elevation of each suspended floor 3 is measured using height measuring devices such as a level or total station.

[0062] S25. Install structural hanging column 4 between the nth suspended floor 3 and the cantilever truss floor 2.

[0063] It is understandable that the length of the structural column 4 used in this location must be greater than the distance between the nth floor and the cantilever truss floor 2 during prefabrication. Therefore, the length of the structural column 4 needs to be corrected before installation.

[0064] S26. Remove the temporary bottom support 5.

[0065] S27. Jack 71 drives the flexible connecting line 72 downward, transferring the load from the flexible connecting line 72 to the structural column 4 between the nth suspended floor 3 and the cantilever truss floor 2. After completion, the lifting device 7 is removed. The unloading operation of the flexible connecting line 72 gradually transfers the load from the flexible connecting line 72 to the structural column 4 between the nth floor and the cantilever truss floor 2, that is, to the cantilever truss floor 2. This avoids structural damage caused by sudden load changes and enables more uniform, stable, and synchronous structural unloading.

[0066] In this embodiment, when lifting the suspended steel structure in step S25, while ensuring that the elevation of each suspended floor 3 is adjusted to the design standard value range, the unloading of the bottom temporary support 5 can also be completed at the same time.

[0067] To achieve the above objectives, when setting up the bottom temporary support 5, a stress sensor 8 is installed on the bottom temporary support 5. The stress sensor 8 is connected to a data acquisition instrument 9, which is in turn connected to the control system of the lifting device 7. The control system can control the lifting height of the lifting device 7. When the stress data on the bottom temporary support 5 obtained by the data acquisition instrument 9 is close to or equal to zero, the bottom temporary support 5 simultaneously completes the unloading work.

[0068] In step S26, the stress sensor 8 and the data acquisition instrument 9 are removed together with the bottom temporary support 5 to enable reuse.

[0069] For example, stress sensor 8 uses a vibrating wire stress gauge.

[0070] Example 2: Reverse Construction Method for Suspended Steel Structures

[0071] like Figure 1 As shown, the core tube 1 structure is constructed first, and then the reverse construction method of the suspended steel structure is adopted, as follows. Figures 8-13 As shown, it includes the following steps:

[0072] S21. Install a top temporary support 6 on the lower surface of the cantilever truss layer 2. A stress sensor 8 is installed on the top temporary support 6. The stress sensor 8 is connected to a data acquisition instrument 9, which is in turn connected to the control system of the lifting device 7.

[0073] S21. Under the temporary support 6 at the top, construct the nth suspended floor 3. Then, construct each suspended floor 3 of the suspended steel structure from the nth floor down until the construction reaches the 1st floor.

[0074] S23. Install lifting equipment 7 on the cantilever truss layer 2. One end of the flexible connecting line 72 is connected to the jack 71, and the other end is connected to the nth suspended floor 3.

[0075] S24. Perform the lifting operation to transfer the load on the suspended steel structure from the temporary top support 6 to the lifting equipment 7. The standard for complete load transfer is obtained through the data acquisition instrument 9. When the stress data collected by the data acquisition instrument 9 is basically zero, it indicates that the load on the suspended steel structure has been transferred from the temporary top support 6 to the lifting equipment 7.

[0076] S25, Remove the temporary top support 6, stress sensor 8 and data acquisition instrument 9.

[0077] S26. Continue the lifting construction to adjust the elevation of each suspended floor 3 to within the design standard range. Specifically, use jacks 71 to lift the flexible connecting lines 72, which are connected to the suspended steel structure, a certain distance to bring the elevation of each suspended floor 3 into the allowable design range. The elevation of each suspended floor 3 is measured using height measuring devices such as levels or total stations.

[0078] S27. Based on the corrected distance between the nth suspended floor 3 and the cantilever truss floor 2, the length of the structural hanging column 4 is corrected, and the installation of the structural hanging column 4 between the nth suspended floor 3 and the cantilever truss floor 2 is completed.

[0079] S28, jack 71 drives the flexible connecting line 72 downward, transferring the load from the flexible connecting line 72 to the structural column 4 between the nth suspended floor 3 and the cantilever truss floor 2. After completion, the lifting device 7 is removed. The unloading of the flexible connecting line 72 gradually transfers the load from the flexible connecting line 72 to the cantilever truss floor 2, avoiding structural damage caused by sudden load changes.

[0080] It is understandable that in this embodiment, in order to achieve the lifting operation, the suspended steel structure and the cantilever truss layer 2 cannot be completely fixed together. That is to say, the top temporary support 6 must provide a certain amount of movable space for the suspended steel structure.

[0081] refer to Figure 2 As shown, the top temporary support 6 includes a first support column 61 and a second support column 62. Both the first support column 61 and the second support column 62 have pin holes for a connecting pin 63 to pass through. The radius of the pin hole on at least one of the first support column 61 and the second support column 62 is larger than the radius of the connecting pin 63. The connecting pin 63 is inserted into the pin hole and can move a certain distance within the pin hole. For example, the pin holes on the first support column 61 and the second support column 62 are the same size, both larger than the radius of the connecting pin 63. The connecting pin 63 can maintain a maximum gap of 3-5 mm with the pin hole, meaning the pin can move 3-5 mm relative to the pin hole. The ends of the first support column 61 and the second support column 62, which are far apart from each other, are respectively connected to the cantilever truss layer 2 and the nth suspended floor 3. After the lifting device 7 lifts the pin, a relative displacement occurs between the first support column 61 and the second support column 62, and the load on the pin is transferred to the flexible connecting line 72.

[0082] It is understandable that the structural strength of the connecting pin 63 must meet the construction requirements of the suspended floors 3 on and below the nth floor. In other words, the load that the connecting pin 63 can bear must be greater than the self-weight of the suspended floors 3 on and below the nth floor and the structural hanging column 4.

[0083] Obviously, the above embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the implementation of the present invention. Those skilled in the art will be able to make various obvious changes, readjustments, and substitutions without departing from the scope of protection of the present invention. It is neither necessary nor possible to exhaustively describe all embodiments here. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the claims of the present invention.

Claims

1. A method for active control of the floor level of a suspended steel structure, characterized by, Includes the following steps: Construct the core tube (1) structure and construct the cantilever truss layer (2) on top of the core tube (1) structure. The suspended steel structure is constructed using either the forward or reverse construction method. The suspended steel structure is then lifted, causing vertical deformation of each suspended floor (3) of the suspended steel structure. The elevation of each suspended floor (3) is then adjusted to within the allowable range of the design standard value. The vertical deformation of each of the suspended floors (3) of the suspended steel structure is achieved by the lifting device (7); The steps for constructing the suspended steel structure using the sequential construction method are as follows: Temporary support at the bottom of the construction site (5); The suspended steel structure consisting of the suspended floors (3) is constructed layer by layer on the bottom temporary support (5) up to the nth floor, where n is the total number of the suspended floors (3). The adjacent suspended floors (3) are connected by structural hanging columns (4). The lifting device (7) is installed on the cantilever truss layer (2), and the output end of the lifting device (7) is connected to the suspended floor (3) of the nth layer; The lifting construction was carried out to adjust the elevation of each suspended floor (3) to the range of the design standard value; The structural hanging column (4) is installed between the suspended floor (3) on the nth floor and the cantilever truss floor (2). Remove the aforementioned temporary bottom support (5); Remove the lifting device (7); A stress sensor (8) is installed on the bottom temporary support (5), and the stress sensor (8) is communicatively connected to the lifting device (7); The reverse construction method for the suspended steel structure comprises the following steps: Install a top temporary support (6), on which a stress sensor (8) is provided, and the stress sensor (8) is communicatively connected to the lifting device (7); Construction of each of the suspended floors (3) of the suspended steel structure is carried out from top to bottom until the first floor is reached; The lifting device (7) is installed on the cantilever truss layer (2) and the lifting device (7) is connected to the suspended floor (3) of the nth layer. The lifting operation was carried out and the top temporary support (6) and the stress sensor (8) were removed, so that the elevation of each of the suspended floors (3) was adjusted to the design standard value range; Complete the installation of the structural hanging column (4) between the suspended floor (3) and the cantilever truss floor (2) of the nth floor.

2. The method of claim 1, wherein the method is characterized by: The lifting device (7) includes a jack (71), a flexible connecting line (72), and a control system. The jack (71) is installed on the cantilever truss layer (2). One end of the flexible connecting line (72) is connected to the jack (71), and the other end of the flexible connecting line (72) can be connected to the nth suspended floor (3) of the suspended steel structure, where n is the total number of suspended floors (3). The control system is communicatively connected to the jack (71).

3. The method of claim 1, wherein the method further comprises: Before dismantling the lifting device (7), unload the lifting device (7).

4. The method of claim 1, wherein the method further comprises: When lifting the suspended steel structure, unload the bottom temporary support (5).

5. The method of claim 1, wherein the method further comprises: First construct the cantilever truss layer (2), then construct the suspended steel structure.

6. The method of claim 1, wherein the method further comprises: The top temporary support (6) includes a first support column (61) and a second support column (62). Both the first support column (61) and the second support column (62) have pin holes for the connecting pin (63) to pass through. The radius of the pin hole on at least one of the first support column (61) and the second support column (62) is larger than the radius of the connecting pin (63). The connecting pin (63) is inserted into the pin hole.

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