Construction method of steel structure composite system

Abstract

The present invention belongs to the technical field of building construction, and discloses a construction method for a steel structure composite system, comprising the following steps: calculating the vertical stiffness of the bottom support truss and the top cantilever truss; calculating the load distribution of the gravity load of the middle frame structure according to the vertical stiffness ratio of the bottom support truss and the top cantilever truss to determine that the floor of the supplementary steel column is the mF floor; after unloading the temporary support, enabling the gravity load of the floor frame between the mF floor and the bottom support truss to be transmitted to the core tube through the bottom support truss, and enabling the gravity load of the floor frame between the (m + 1)F floor and the nF floor to be transmitted to the core tube through the top cantilever truss, where the nF floor is the top floor. The construction method of the steel structure composite system can more accurately control the structural internal force and deformation of the truss in the steel structure composite system, optimize the stress of the truss structure, and reduce the load on the temporary support.

Description

Technical Field

[0001] The present invention relates to the technical field of building construction, and particularly relates to a construction method for a steel structure composite system. Background Art

[0002] In existing building projects, high-rise steel structures with truss transfer floors have gradually been widely used due to their advantages such as adapting to the multi-functional layout of buildings and high structural system efficiency. Such high-rise steel structures with multiple truss transfer floors generally include a bottom support truss, a top cantilever truss, and a middle frame floor disposed between the bottom support truss and the top cantilever truss. Part of the floor load of the middle frame floor is distributed and transferred to the core tube according to the stiffness ratio of the bottom support truss and the top cantilever truss, and finally transferred to the foundation.

[0003] The conventional construction method adopted for high-rise steel structures with truss transfer floors is the top-down method, where temporary supports are set below the bottom support truss, and a one-time unloading is carried out after the entire structure is constructed. This practice will result in relatively large internal forces in the temporary supports, bringing a large amount of foundation reinforcement work. In addition, during the structure forming stage, the self-weight load of the steel structures in the middle frame part will all be transferred to the bottom support truss, which cannot fully meet the requirements of the design for controlling the internal forces of the truss. Summary of the Invention

[0004] The purpose of the present invention is to provide a construction method for a steel structure composite system, which can more accurately control the structural internal forces and deformations of the truss in the steel structure composite system, optimize the stress of the truss structure, and reduce the load on the temporary supports.

[0005] To achieve this purpose, the present invention adopts the following technical solutions:

[0006] Provide a construction method for a steel structure composite system, including the following steps:

[0007] Calculate the vertical stiffness of the bottom support truss and the top cantilever truss;

[0008] Calculate the load distribution of the gravity load of the middle frame structure according to the vertical stiffness ratio of the bottom support truss and the top cantilever truss to determine the mF floor where the supplementary steel column is located;

[0009] After unloading the temporary supports, transfer the gravity load of the floor frame between the mF floor and the bottom support truss to the core tube through the bottom support truss, and transfer the gravity load of the floor frame between the (m + 1)F floor and the nF floor to the core tube through the top cantilever truss, where the nF floor is the top floor.

[0010] As a preferred solution of the construction method for the steel structure composite system provided by the present invention, after determining the mF floor, the following steps are included:

[0011] W1. Install lower temporary supports below the bottom support truss, and strengthen the support foundation below the lower temporary supports according to the design requirements.

[0012] W2. Construct the bottom support truss and the floor frames above it layer by layer until the mF floor is constructed.

[0013] W3. Install upper temporary supports on the mF floor, and continue to construct the (m + 1)F floor and the floor frames above it layer by layer on the basis of the upper temporary supports until the nF floor is constructed.

[0014] W4. Unload the upper temporary supports and the lower temporary supports to complete the internal force distribution of the bottom support truss and the top cantilever truss.

[0015] W5. Fill in and construct the steel columns between the mF floor and the floor slab of the (m + 1)F floor to complete the formation of the steel structure composite system.

[0016] As a preferred embodiment of the construction method of the steel structure composite system provided by the present invention, between W2 and W3, the following steps are further included:

[0017] Perform the first unloading of the lower temporary supports, release the support internal force and then support them in place again.

[0018] As a preferred embodiment of the construction method of the steel structure composite system provided by the present invention, in W4: first unload the upper temporary supports, and then unload the lower temporary supports.

[0019] As a preferred embodiment of the construction method of the steel structure composite system provided by the present invention, a plurality of upper temporary supports and lower temporary supports are provided, and they are distributed in a circular pattern or a square pattern centered on the core tube.

[0020] As a preferred embodiment of the construction method of the steel structure composite system provided by the present invention, both the upper temporary supports and the lower temporary supports include support frames and jacking mechanisms arranged at the tops of the support frames, and the output ends of the jacking mechanisms abut against the corresponding floor frames.

[0021] As a preferred embodiment of the construction method of the steel structure composite system provided by the present invention, the support frame includes a frame body, and a plurality of strengthening cross beams are arranged at intervals in the frame body, and strengthening diagonal beams are arranged between two adjacent strengthening cross beams.

[0022] As a preferred embodiment of the construction method of the steel structure composite system provided by the present invention, the jacking mechanism is a jack.

[0023] As a preferred embodiment of the construction method of the steel structure composite system provided by the present invention, both the bottom support truss and the top cantilever truss include upper chord bars and lower chord bars. A plurality of vertical struts are arranged at intervals between the upper chord bars and the lower chord bars, and diagonal struts are arranged between two adjacent vertical struts.

[0024] As a preferred embodiment of the construction method of the steel structure composite system provided by the present invention, the following steps are further included: arranging a strengthening diagonal bracing structure between the top cantilever truss and the outer wall of the (n - 1)F floor.

[0025] Advantages of the present invention:

[0026] The present invention provides a construction method for a steel structure composite system, including the following steps: calculating the vertical stiffness of the bottom support truss and the top cantilever truss; calculating the load distribution of the gravity load of the middle frame structure according to the vertical stiffness ratio of the bottom support truss and the top cantilever truss to determine that the floor for the supplementary steel column is the mF floor; after unloading the temporary support, the gravity load of the floor frame between the mF floor and the bottom support truss is transmitted to the core tube through the bottom support truss, and the gravity load of the floor frame between the (m + 1)F floor and the nF floor is transmitted to the core tube through the top cantilever truss, where the nF floor is the top floor. In this construction method, the load of the middle frame structure is distributed by the vertical stiffness ratio of the bottom support truss and the top cantilever truss. After unloading the temporary support, it is ensured that the self-weight of the structure below the mF floor is borne by the bottom support truss and transmitted to the core tube, and the core tube further transmits the load to the foundation. The structure above the mF floor is equivalent to being hung on the top cantilever truss, and its self-weight is transmitted to the core tube through the top cantilever truss, and the core tube further transmits the load to the foundation, avoiding the situation that the self-weight load of the middle frame structure is all transmitted to the bottom support truss during the structure forming stage. The mF floor is determined in advance by the vertical stiffness ratio of the bottom support truss and the top cantilever truss, so that the structural internal force and deformation of the truss in the steel structure composite system can be controlled more precisely, and the stress of the truss structure can be optimized. Description of the Drawings

[0027] Figure 1 is the first process diagram of the construction method of the steel structure composite system provided by the specific embodiment of the present invention;

[0028] Figure 2 is the second process diagram of the construction method of the steel structure composite system provided by the specific embodiment of the present invention;

[0029] Figure 3 is the third process diagram of the construction method of the steel structure composite system provided by the specific embodiment of the present invention;

[0030] Figure 4It is the fourth process diagram of the construction method of the steel structure composite system provided by the specific embodiment of the present invention;

[0031] Figure 5 It is the structural schematic diagram of the lower temporary support provided by the specific embodiment of the present invention.

[0032] In the figure:

[0033] 1. Bottom support truss; 2. Top cantilever truss; 3. Middle frame structure; 4. Core tube; 5. Lower temporary support; 6. Upper temporary support; 7. Support foundation;

[0034] 11. Upper chord; 12. Lower chord; 13. Vertical strut; 14. Diagonal brace;

[0035] 51. Support frame; 52. Jacking mechanism;

[0036] 511. Frame body; 512. Reinforcing cross beam; 513. Reinforcing diagonal beam. Specific embodiment

[0037] The present invention will be further described in detail below with reference to the drawings and embodiments. It can be understood that the specific embodiments described herein are only used to explain the present invention, rather than limiting the present invention. In addition, it should be noted that, for the sake of convenience of description, only the parts related to the present invention are shown in the drawings, rather than all the structures.

[0038] In the description of the present invention, unless otherwise clearly defined and limited, the terms "connected", "connected to" and "fixed" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or integrated; it can be a mechanical connection or an electrical connection; it can be directly connected or indirectly connected through an intermediate medium, and it can be the internal communication of two components or the interaction relationship between two components. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific situations.

[0039] In the present invention, unless otherwise clearly defined and limited, the first feature being "above" or "below" the second feature may include the direct contact between the first and second features, or may include the situation where the first and second features are not in direct contact but in contact through other features between them. Moreover, the first feature being "above", "above" and "on" the second feature includes that the first feature is directly above and obliquely above the second feature, or simply means that the horizontal height of the first feature is higher than that of the second feature. The first feature being "below", "below" and "under" the second feature includes that the first feature is directly below and obliquely below the second feature, or simply means that the horizontal height of the first feature is lower than that of the second feature.

[0040] In the description of this embodiment, the orientation or positional relationships such as "upper", "lower", "left", "right", etc. are based on the orientation or positional relationships shown in the drawings. They are only for the convenience of description and simplifying the operations, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation to the present invention. In addition, the terms "first" and "second" are only used for distinction in description and have no special meaning.

[0041] As Figure 1 shown, this embodiment provides a construction method for a steel structure composite system, including the following steps: calculating the vertical stiffness of the bottom support truss 1 and the top cantilever truss 2; calculating the load distribution of the gravity load of the middle frame structure 3 according to the vertical stiffness ratio of the bottom support truss 1 and the top cantilever truss 2 to determine that the floor of the supplementary steel column is the mF floor; after unloading the temporary support, enabling the gravity load of the floor frame between the mF floor and the bottom support truss 1 to be transmitted to the core tube 4 through the bottom support truss 1, and enabling the gravity load of the floor frame between the (m + 1)F floor and the nF floor to be transmitted to the core tube 4 through the top cantilever truss 2, where the nF floor is the top floor.

[0042] In this construction method, the load of the middle frame structure 3 is distributed by the vertical stiffness ratio of the bottom support truss 1 and the top cantilever truss 2. After unloading the temporary support, it is ensured that the self-weight of the structure below the mF floor is borne by the bottom support truss 1 and transmitted to the core tube 4, and the core tube 4 further transmits the load to the foundation. The structure above the mF floor is equivalent to being hung on the top cantilever truss 2, and its self-weight is transmitted to the core tube 4 through the top cantilever truss 2, and the core tube 4 further transmits the load to the foundation, avoiding that the self-weight load of the middle frame structure 3 is all transmitted to the bottom support truss 1 during the structure forming stage. The mF floor is determined in advance by the vertical stiffness ratio of the bottom support truss 1 and the top cantilever truss 2, so that the structural internal force and deformation of the truss in the steel structure composite system can be controlled more precisely, and the stress of the truss structure can be optimized.

[0043] In this embodiment, after determining the mF floor, it includes the following steps:

[0044] W1. As Figure 1 shown, a lower temporary support 5 is arranged below the bottom support truss 1, and the support foundation 7 below the lower temporary support 5 is strengthened according to the design requirements.

[0045] The force on the bottom support truss 1 can be determined according to the gravity load of the structure below the mF floor and the like. According to the force on the bottom support truss 1, the number of the lower temporary supports 5 and the required total bearing capacity can be determined. The support foundation 7 is strengthened according to the design requirements and needs to be able to bear the pressure given by the lower temporary support 5 without being crushed.

[0046] W2. Construct the bottom support truss 1 and the floor frames above it layer by layer from bottom to top until the mF floor is constructed. Figure 1 The figure shows a schematic diagram after the construction of the mF floor is completed.

[0047] W3. Set up the upper temporary support 6 on the mF floor, and continue to construct the (m + 1)F floor and the floor frames above it layer by layer from bottom to top until the nF floor is constructed.

[0048] At this time, no steel columns are set on the mF floor. Instead, an upper temporary support 6 is set between the bottom plates of the mF floor and the (m + 1)F floor. As Figure 2 shown, construct the (m + 1)F floor and all the floor frames above it based on the upper temporary support 6.

[0049] W4. Unload the upper temporary support 6 and the lower temporary support 5 to complete the internal force distribution of the bottom support truss 1 and the top cantilever truss 2.

[0050] After the construction of the nF floor and the top cantilever truss 2 is completed, unload the upper temporary support 6 and the lower temporary support 5. Figure 3 The figure shows a schematic diagram after unloading the upper temporary support 6 and the lower temporary support 5. At this time, there is no support structure between the bottom plates of the mF floor and the (m + 1)F floor. The self - weight of the structure below the mF floor is borne by the bottom support truss 1 and transmitted to the core tube 4, and the core tube 4 further transmits the load to the foundation. The structure above the mF floor is equivalent to being hung on the top cantilever truss 2, and its self - weight is transmitted to the core tube 4 through the top cantilever truss 2, and the core tube 4 further transmits the load to the foundation to complete the accurate internal force distribution of the bottom support truss 1 and the top cantilever truss 2.

[0051] W5. Fill in the steel columns between the bottom plates of the mF floor and the (m + 1)F floor to complete the formation of the steel structure composite system.

[0052] After the internal force distribution of the bottom support truss 1 and the top cantilever truss 2 is completed, fill in the steel columns between the bottom plates of the mF floor and the (m + 1)F floor. As Figure 4 shown. That is, construct steel columns at the original position of the upper temporary support 6. It can be understood that since the self - weight of the structure below the mF floor is transmitted to the bottom support truss 1 and the self - weight of the structure above the mF floor is transmitted to the top cantilever truss 2, the stress on the steel columns on the mF floor is very small.

[0053] Furthermore, between step W2 and step W3, the following steps are also included:

[0054] Perform the first unloading of the lower temporary support 5. After releasing the internal force of the support, support it in place again. The purpose is to reduce the excessive load on the lower temporary support 5 caused by continuous cumulative loading and avoid overloading of the lower temporary support 5. Through the process of unloading and releasing the internal force of the support, there is no need to continuously strengthen the lower temporary support 5, simplifying the process and saving construction materials.

[0055] In step W4: First, unload the upper temporary support 6, and then unload the lower temporary support 5.

[0056] See Figure 3 , after unloading the upper temporary support 6, there is no support structure on the mF floor. At this time, the bottom support truss 1 bears the self-weight of the structure on the mF floor and below, rather than the gravity load of all floors in the middle frame structure 3. Therefore, the lower temporary support 5 is relatively less stressed before disassembly.

[0057] Preferably, multiple upper temporary supports 6 and multiple lower temporary supports 5 are provided, and are distributed in a circular pattern or a square pattern centered on the core tube 4. The middle frame structure 3 is arranged around the core tube 4. Therefore, multiple upper temporary supports 6 and multiple lower temporary supports 5 are also arranged around the core tube 4 and are evenly distributed to ensure balanced stress.

[0058] See Figure 5 , both the upper temporary support 6 and the lower temporary support 5 include a support frame 51 and a jacking mechanism 52 provided at the top of the support frame 51. The output end of the jacking mechanism 52 abuts against the corresponding floor frame. See Figure 2 , the jacking mechanism 52 of the lower temporary support 5 supports on the bottom surface of the 2F floor. By raising and lowering multiple jacking mechanisms 52, the levelness of the 2F floor can be ensured. The jacking mechanism 52 of the upper temporary support 6 supports on the bottom surface of the (m + 1)F floor. By raising and lowering multiple jacking mechanisms 52, the levelness of the (m + 1)F floor can be ensured.

[0059] Furthermore, see Figure 5 , the support frame 51 includes a frame body 511. A plurality of strengthening cross beams 512 are spaced apart within the frame body 511. Strengthening diagonal beams 513 are provided between adjacent two strengthening cross beams 512 to ensure the support strength of the entire support frame 51. It is simple to manufacture and not easily deformed. In addition, a support plate is provided at the top of the frame body 511, and the support plate is used to provide an installation base for the jacking mechanism 52. Exemplarily, the jacking mechanism 52 is a jack. The housing of the jack is installed on the support plate, and the jacking rod is telescopically arranged within the housing, and one end of the jacking rod extending out of the housing is connected to the corresponding floor frame.

[0060] See Figure 1, both the bottom support truss 1 and the top cantilever truss 2 include an upper chord 11 and a lower chord 12. A plurality of vertical struts 13 are arranged at intervals between the upper chord 11 and the lower chord 12, and diagonal struts 14 are arranged between two adjacent vertical struts 13. The structures of the bottom support truss 1 and the top cantilever truss 2 have strong load-bearing capacities, stable supports, and can respectively bear the gravity loads below the mF floor and above the mF floor without excessive deformation.

[0061] Optionally, the construction method further includes the following steps: arranging a reinforcing diagonal bracing structure between the top cantilever truss 2 and the outer wall of the (n - 1)F floor to enhance the connection strength between the top cantilever truss 2 and the outer wall of the (n - 1)F floor.

[0062] Obviously, the above-mentioned embodiments of the present invention are merely examples for clearly illustrating the present invention, rather than limiting the implementation manners of the present invention. For those of ordinary skill in the art, various obvious changes, re-adjustments, and substitutions can be made without departing from the protection scope of the present invention. It is not necessary and impossible to enumerate all the implementation manners here. Any modifications, equivalent substitutions, and improvements made within the spirit and principle of the present invention shall be included within the protection scope of the claims of the present invention.

Claims

1. Construction method of steel structure composite system, characterized in that, It includes the following steps: Calculate the vertical stiffness of the bottom support truss (1) and the top cantilever truss (2); Calculate the load distribution of the gravity load of the middle frame structure (3) according to the vertical stiffness ratio of the bottom support truss (1) and the top cantilever truss (2) to determine that the floor for the supplementary steel column is the mF floor; After unloading the temporary support, transfer the gravity load of the floor frame between the mF floor and the bottom support truss (1) to the core tube (4) through the bottom support truss (1), and transfer the gravity load of the floor frame between the (m + 1)F floor and the nF floor to the core tube (4) through the top cantilever truss (2), where the nF floor is the top floor; After determining the mF floor, it includes the following steps: W1. Set a lower temporary support (5) below the bottom support truss (1), and strengthen the support foundation (7) below the lower temporary support (5) according to the design requirements; W2. Construct the bottom support truss (1) and the floor frame above it layer by layer until reaching the mF floor; W3. Set an upper temporary support (6) on the mF floor, and continue to construct the (m + 1)F floor and the floor frame above it layer by layer on the basis of the upper temporary support (6) until reaching the nF floor; W4. Unload the upper temporary support (6) and the lower temporary support (5) to complete the internal force distribution of the bottom support truss (1) and the top cantilever truss (2); W5. Fill in and construct the steel column between the mF floor and the floor slab of the (m + 1)F floor to complete the formation of the steel structure composite system.

2. The construction method of the steel structure composite system according to claim 1, characterized in that, Between the W2 and the W3, it also includes the following steps: Conduct the first unloading of the lower temporary support (5), release the support internal force and then support it in place again.

3. The construction method of the steel structure composite system according to claim 1, characterized in that In the W4: First unload the upper temporary support (6), and then unload the lower temporary support (5).

4. The construction method of the steel structure composite system according to claim 1, characterized in that Both the upper temporary support (6) and the lower temporary support (5) are provided with multiple ones, and are distributed in a circular pattern or a square pattern centered on the core tube (4).

5. The construction method of the steel structure composite system according to claim 1, characterized in that, Both the upper temporary support (6) and the lower temporary support (5) include a support frame (51) and a jacking mechanism (52) arranged at the top of the support frame (51), and the output end of the jacking mechanism (52) abuts against the corresponding floor frame.

6. The construction method of the steel structure composite system according to claim 5, characterized in that, The support frame (51) includes a frame body (511), and a plurality of strengthening cross beams (512) are arranged at intervals inside the frame body (511), and strengthening diagonal beams (513) are arranged between two adjacent strengthening cross beams (512).

7. The construction method of the steel structure composite system according to claim 5, characterized in that, The jacking mechanism (52) is a jack.

8. The construction method of the steel structure composite system according to any one of claims 1-7, characterized in that Both the bottom support truss (1) and the top cantilever truss (2) include an upper chord rod (11) and a lower chord rod (12), and a plurality of vertical strut rods (13) are arranged at intervals between the upper chord rod (11) and the lower chord rod (12), and diagonal strut rods (14) are arranged between two adjacent vertical strut rods (13).

9. The construction method of the steel structure composite system according to any one of claims 1-7, characterized in that, It also includes the following steps: A strengthening diagonal bracing structure is arranged between the top overhanging truss (2) and the outer wall of the (n - 1)F floor.

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