An integrated construction method of a large cantilever steel structure-glass curtain wall structure

Abstract

The application discloses a kind of integrated construction methods of large cantilever steel structure-glass curtain wall structure, the present application method is especially suitable for glass curtain wall, metal roof and other displacement load is particularly sensitive, need to strictly control structural displacement to reduce quality problem condition.Solve the problem that the installation process of glass curtain wall and other enclosure systems, the cantilever end of structure produces large deformation with the gradual installation of enclosure structure, causing the destruction of the installed enclosure structure.By cantilever steel structure pre-deformation and the construction method of glass curtain wall installation coordination, simplify the installation method of large cantilever steel structure external glass curtain wall, ensure the overall appearance of glass curtain wall, reduce the input of personnel under conventional construction method, improve the economy.

Description

Technical Field

[0001] This invention relates to the field of building engineering technology, specifically to an integrated construction method for a large cantilever steel structure-glass curtain wall structure. Background Technology

[0002] The primary function of a glass curtain wall cladding system within a steel structure is to prevent environmental erosion of the main structure while enhancing the overall aesthetic appeal of the building. This system has gained popularity among architects due to its numerous advantages. However, the lightweight, aesthetically pleasing, and high-transmittance materials used in the cladding system result in relatively poor mechanical properties, meaning they typically do not share the load of the main structure. With the development and advancement of steel structure technology, the application of glass curtain wall cladding systems in large cantilever structures has gradually increased, becoming a novel combination. However, during the installation of the cantilevered steel structure and the cladding system, the installation sequence of the cladding system follows that of the main steel structure. This construction sequence makes the installation of the glass curtain wall cladding system resemble a process of gradually applying loads to the cantilevered end of the main structure. Since the cantilevered end of a large cantilever structure is highly sensitive to the self-weight load of the glass curtain wall cladding system, the vertical displacement of the cantilevered end of the main structure gradually increases as the cladding system is installed. This results in the cladding system, whose fixed end is already installed, bearing a significant displacement load, altering the appearance of the glass curtain wall structure and even causing the glass to shatter. To address the aforementioned issues, this patent proposes a novel installation method for a glass curtain wall cladding system. By pre-deforming the large cantilevered main structure, the vertical displacement generated by the cladding system's self-weight during installation is released via an adjustment device. This adjustment device is gradually unloaded as the cladding system is installed, achieving coordinated deformation between the glass curtain wall cladding structure and the main structure. This ingeniously solves the following problems encountered during the installation of large cantilevered glass curtain wall cladding systems: 1. Due to the phased installation of the cladding structure, the displacement load on the fixed end of the main structure gradually increases under the self-weight of the cladding structure, potentially causing structural damage; 2. Conventional cladding construction methods leave numerous closure joints, resulting in poor overall cladding system formation; 3. The installation process requires dedicated personnel to monitor the vertical displacement of the cantilevered steel structure in real time, consuming significant manpower and resources. Summary of the Invention

[0003] To address the technical problems existing in the prior art, this invention provides an integrated construction method for a large cantilever steel structure-glass curtain wall structure.

[0004] To achieve the above objectives, the present invention adopts the following technical solution: an integrated construction method for a large cantilever steel structure-glass curtain wall structure, comprising the following steps:

[0005] The first step is to divide the glass curtain wall structure into construction zones based on the structural form of the cantilevered steel structure and assign them numbers;

[0006] The second step is to use numerical simulation to calculate the displacement of the cantilevered steel structure within the curtain wall construction zone under the installation scheme with a predetermined construction sequence.

[0007] The third step is to select key points inside the main steel structure within the glass curtain wall structural partition and extract the displacement S of these key points. i The key points inside the main steel structure are the locations where the pre-deformation tension is applied within the corresponding glass curtain wall structural partitions. The selection of these key points must ensure that the key points within the same numbered curtain wall partitions are symmetrical along the structural axis of symmetry. The purpose of this is to ensure that the pre-deformation tension is applied symmetrically.

[0008] The fourth step is to apply the test load value F to the key points in the numerical model. n The displacement values ​​S of each key point were obtained through numerical calculation. n The stiffness K of the cantilever structure can then be determined. The stiffness K of the cantilever structure can be calculated by applying test loads multiple times. n Find the values ​​and take their average.

[0009] The fifth step is to determine the structural stiffness K corresponding to the key points obtained in the fourth step. n Value, according to formula S i ×K n =F i S i The value is the displacement value corresponding to each key point within the partition during the key point construction simulation process, and the S generated by each key point can be calculated. i The pre-deformation tensile force F required for displacement i The required pre-deformation tensile force F of the structure i By applying the displacement S to key points within the structural partition and performing numerical calculations, the displacement value S generated at each key point can be obtained. Fi When the displacement values ​​of each key point satisfy the discrimination criterion, (|S Fi -S i | / S i When F ≤ 3%, it is considered that the required F i This is the tensile force required for the pre-deformation of the structure; when the structure is under the pre-deformation tensile force value F i When the displacement value generated by the action does not meet the judgment criterion, the structural stiffness needs to be corrected. Fi -S i >0, meaning the desired pre-deformation tensile force value F i Too large means too large stiffness, therefore in That is, the test load value F at the critical zone point. nThe average value when S Fi- S i When <0, that is, the required pre-deformation value F i Too small means too small stiffness, therefore

[0010] in That is, the test load value F at the critical zone point. n The average value of the pre-deformation tensile force F of the structure can be obtained by iterative calculation. i ;

[0011] Step 6: Based on the key points within the glass curtain wall construction zone, install steel structure pre-deformation measures, and determine the pre-deformation tension F at each key point obtained in Step 5. i Value, to determine the specifications of the pre-deformation measures;

[0012] Step 7: Simultaneously activate the adjustment devices within each glass curtain wall construction zone to perform structural adjustments, until the vertical displacement value of the key points within the curtain wall zone equals the value of the key point S. i At that time, it is considered that the pre-deformation of the main steel structure has been achieved;

[0013] Step 8: As the glass curtain wall structure is installed according to the partition components, the adjustment devices in the corresponding partitions are released synchronously.

[0014] Step 9: After all glass curtain wall construction zones are completed, the pre-deformation amount of the adjustment device is released.

[0015] Furthermore, the displacement value S of the glass curtain wall construction zone in the second step... i This refers to the theoretical displacement value of key points within the glass curtain wall construction zone under the action of pre-deformation force.

[0016] Furthermore, the criterion for determining the displacement value of key points in step five is: (|S Fi -S i | / S i The tolerance is ≤3%, which can be controlled according to the required precision for construction.

[0017] Furthermore, the pre-deformation measures of the steel structure in the sixth step include a traction end, steel strands, an adjustment device, and a ground anchor. The ground anchor is connected to the civil structure or the bottom foundation. The traction end is connected to the adjustment device through the steel strands. The adjustment device is connected to the ground anchor through the lower steel strands, so that the pre-deformation tension is finally transferred to the civil structure or the bottom foundation.

[0018] Furthermore, the steel strand can be replaced with steel wire rope and other force transmission measures according to site requirements.

[0019] Furthermore, the traction end, adjustment device, and ground anchor all need to be based on the pre-deformation tension value F. iSize determines its corresponding specifications.

[0020] Furthermore, the construction process for the installation elevation of the main structure pre-modified glass curtain wall is as follows:

[0021] (1) After all construction steps of the main structure are completed, the glass curtain wall structure installation stage begins;

[0022] (2) Divide the enclosure structure into zones according to the characteristics of the enclosure structure, and select key points according to the corresponding main structure within the zone;

[0023] (3) Using the pre-deformation tension calculation method in step five above, the pre-deformation tension required for key points in the glass curtain wall construction zone is calculated iteratively. At the same time, based on the calculated adjustment value of key points, the relevant measures such as the traction end, steel strand, adjustment device, and ground anchor are selected and calculated to determine the specifications corresponding to the above measures.

[0024] (4) Install and adjust relevant measures to adjust the structural configuration to the design state under dead load conditions. The design state under dead load conditions means that, under the action of the adjustment device, the vertical displacement value generated by the key points in the curtain wall structure is equal to the vertical displacement value S corresponding to the numerical calculation. i ;

[0025] (5) For large cantilever structures, install the glass curtain wall structure in the first section sequentially from the fixed end of the structure toward the cantilever section, and gradually unload the adjustment device.

[0026] (6) Install the glass curtain wall structure in sequence and unload the adjustment device in the corresponding zone according to the glass curtain wall construction zone and installation sequence;

[0027] (7) The enclosure system has been installed and the adjustment device has been unloaded and removed.

[0028] In summary, the method of this invention is particularly suitable for glass curtain walls, metal roofs, and other structures that are highly sensitive to displacement loads and require strict control of structural displacement to reduce quality problems. It solves the problem of significant deformation at the cantilevered end of the structure during the installation of the enclosure system, which can lead to damage to the already installed enclosure structure. By coordinating the pre-deformation of the cantilevered steel structure with the installation of the glass curtain wall, the method of installing external glass curtain walls on large cantilevered steel structures is simplified, ensuring the overall appearance of the glass curtain wall while reducing personnel input under conventional construction methods, thus improving economic efficiency. This invention has the following beneficial effects:

[0029] (1) This invention achieves integrated installation of the main structure enclosure system by pre-deformation of the large cantilever main structure, avoiding damage to the structure of the enclosure system installed at the fixed end due to the gradual increase of vertical displacement of the cantilever end during the installation of the enclosure system (application of load at the cantilever end);

[0030] (2) The pre-deformation tension calculation method for cantilever structures proposed in this invention can accurately calculate the pre-deformation tension required for structural pre-deformation and the deformation of key points in the construction zone of the enclosure system, so as to realize the coordinated release of the pre-deformation tension of the enclosure system installation and the main structure, and ensure the structural configuration of the enclosure system.

[0031] (3) The installation method proposed in this invention can realize continuous operation of the construction of the enclosure system structure. It is particularly suitable for the installation of glass curtain walls and metal roof enclosure systems. Compared with conventional construction methods, especially the conventional installation method that leaves a large number of area closure joints during the installation of cantilever glass curtain walls, this method can better ensure the appearance effect of the glass curtain wall.

[0032] (4) The pre-deformation traction system proposed in this invention can be flexibly combined and reused according to actual needs, and has good economic efficiency.

[0033] (5) The present invention is simple in form and easy to operate. Attached Figure Description

[0034] Figure 1 This is a schematic diagram of the pre-deformation measures in an embodiment of the present invention;

[0035] Figure 2 This is a schematic diagram of the construction zoning of the curtain wall structure according to an embodiment of the present invention;

[0036] Figure 3 This is a schematic diagram showing the distribution of key points in the curtain wall construction zones according to an embodiment of the present invention;

[0037] Figure 4 This is a schematic diagram of the partitioning within the curtain wall construction partitioning of an embodiment of the present invention;

[0038] Figures 5-11 This is a schematic diagram of the facade construction process for installing the pre-deformed glass curtain wall of the main structure, according to an embodiment of the present invention. Detailed Implementation

[0039] Reference Figures 1 to 11 The specific implementation method of the integrated construction method of large cantilever steel structure-glass curtain wall structure of the present invention will be further described.

[0040] The detailed steps of an installation method for a pre-deformed glass curtain wall with a large cantilever steel structure are as follows:

[0041] The first step is to divide the upper glass curtain wall structure into construction zones based on the main structural form, divide the upper glass curtain wall structure into zones and number them, and at the same time determine the key points within the glass curtain wall zones.

[0042] Each glass curtain wall section needs to be symmetrical about the main structure. The purpose of this is to avoid the main structure bearing eccentric pre-deformation tension. The key points are the displacement control points of the main structure within the glass curtain wall section.

[0043] The second step involves using numerical simulation to calculate the displacement value S of key points within each construction zone as the glass curtain wall zoning structure is constructed, under a given glass curtain wall installation plan. i .

[0044] The third step is to apply the test load value F to the key points in the numerical model. n The displacement values ​​S of each key point were obtained through numerical calculation. i The average of the structural stiffness K obtained from multiple tests was taken.

[0045] The fourth step is to calculate the stiffness of the cantilever structure by applying test loads multiple times. n The values ​​are calculated and their averages are taken.

[0046] The fifth step is to determine the structural stiffness K corresponding to the key points obtained in the fourth step. n Value, according to formula S i ×K n =F i S i The value is the displacement value during the construction simulation of the key point, and the S generated by each key point can be calculated. i The pre-deformation tensile force F required for displacement i The required pre-deformation tensile force F of the structure i By applying the displacement S to key points within the structural partition and performing numerical calculations, the displacement value S generated at each key point can be obtained. Fi When the displacement values ​​of each key point satisfy the discrimination criterion: (|S Fi -S i | / S i When F ≤ 3%, it is considered that the required F i This is the tensile force required for the pre-deformation of the structure; when the structure is under the pre-deformation tensile force value F i When the displacement value generated by the action does not meet the judgment criterion, the structural stiffness needs to be corrected. Fi -S i When the value is greater than 0, the required pre-deformation value Fi is too large (the stiffness is too large). Therefore, in That is, the average value of the test load Fn at the key zone points; when S Fi -S i When the value is less than 0, the required pre-deformation value Fi is too small (the stiffness is too small). Therefore, in That is, the test load value F at the critical zone point. nThe average value of the pre-deformation tensile force F of the structure can be obtained by combining the above steps. i .

[0047] Step 6: Based on the pre-deformation tension value F in each construction zone... i Determine the specifications of the regulating device.

[0048] Step 7: Install pre-deformation measures at the lower part of the key points within the glass curtain wall construction zone. These measures include a traction end 1, steel strand 2, adjustment device 3, and ground anchor 4. The components and materials of each part of the pre-deformation measures must be determined according to the pre-deformation tension value F corresponding to the key points within the glass curtain wall zone. i Selected after load-bearing capacity verification.

[0049] The assembly sequence of the pre-deformation measures is described as follows: the upper part of the steel strand 2 is anchored to the traction end 1; the lower part of the steel strand 2 is inserted into the interior of the adjustment device 3, and the adjustment device 3 is connected to the ground anchor 4 through the steel strand 2. The steel strand 2 can be selected from wire rope, chain, rope, binding strap, etc. according to actual needs.

[0050] Step 8: Within each glass curtain wall construction zone, the pre-deformation traction system simultaneously applies pre-deformation tension. The deformation of the main structure is controlled by adjusting the traction distance of the structure using the adjustment device. When the traction distance of the steel strands 2 at each key point equals S... i When the main structure reaches the design configuration under the dead load condition (including only the glass curtain wall and the self-weight of the main structure), it is considered to have reached the design configuration.

[0051] Step 9: During the installation of the glass curtain wall enclosure system, the pre-deformation adjustment system inside the glass curtain wall construction zone is gradually released as the glass curtain wall structure within the corresponding glass curtain wall zone is installed.

[0052] Step 10: After the glass curtain wall structure of all glass curtain wall construction zones is installed, the pre-deformation value of the corresponding adjustment device inside the glass curtain wall construction zone is released synchronously, and the overall installation of the curtain wall structure is completed.

[0053] The above description is merely a preferred embodiment of the present invention. The scope of protection of the present invention is not limited to the above embodiments. All technical solutions falling within the scope of the present invention's concept are within the scope of protection of the present invention. It should be noted that for those skilled in the art, any improvements and modifications made without departing from the principles of the present invention should also be considered within the scope of protection of the present invention.

Claims

1. An integrated construction method for a large cantilever steel structure-glass curtain wall structure, characterized in that, Includes the following steps: The first step is to divide the glass curtain wall structure into construction zones based on the structural form of the cantilevered steel structure and assign them numbers; The second step is to use numerical simulation to calculate the displacement values ​​of the cantilever steel structure and the glass curtain wall construction zones under the installation scheme with a predetermined construction zone construction sequence. The third step is to select key points inside the main steel structure within the glass curtain wall structural partition and extract the displacement S of these key points. i The key points inside the main steel structure are the locations where the pre-deformation tension is applied within the corresponding glass curtain wall structural partition. The selection of these key points must ensure that the key points within the same numbered curtain wall partition are symmetrical along the structural axis of symmetry. The purpose of this is to ensure that the pre-deformation tension is applied symmetrically. The fourth step is to apply test load values ​​to key points in the numerical model. The displacement values ​​of each key point were obtained through numerical calculation. The stiffness of the cantilever structure can then be calculated. The stiffness of a cantilever structure can be calculated by applying test loads multiple times. Find the values ​​and take their average. The fifth step involves determining the structural stiffness corresponding to the key points obtained in the fourth step. Value, according to the formula ,in The value is the displacement value corresponding to each key point within the partition during the key point construction simulation process, and the S generated by each key point can be calculated. i Pre-deformation tensile force required for displacement The required pre-deformation tensile force value of the structure By applying the displacement to key points within the structural partition and performing numerical calculations, the displacement values ​​generated at each key point can be obtained. When the displacement values ​​of each key point satisfy the discrimination criterion, At that time, it was considered that what was sought was... This is the tensile force required for the pre-deformation of the structure; when the structure is at the pre-deformation tensile force value When the displacement value generated by the action does not meet the judgment criterion, the structural stiffness needs to be corrected. At that time, i.e., the required pre-deformation tensile force value Too large means too large stiffness, therefore ,in That is, the test load value F at the critical zone point. n The average value; when When, i.e., the desired pre-deformation value Too small means too small stiffness, therefore ,in This refers to the test load value at the critical zone point. The average value of the values ​​can be used to calculate the pre-deformation tensile force of the structure through iterative calculations. ; Step 6: Based on the key points within the glass curtain wall construction zone, install pre-deformation measures for the steel structure, and determine the pre-deformation tension at each key point obtained in Step 5. Value, to determine the specifications of the pre-deformation measures; Step 7: Simultaneously activate the adjustment devices within each glass curtain wall construction zone to perform structural adjustments, until the vertical displacement value of the key points within the curtain wall zone equals the value of the key points. At that time, it is considered that the pre-deformation of the main steel structure has been achieved; Step 8: As the glass curtain wall structure is installed according to the partition components, the adjustment devices in the corresponding partitions are released synchronously. Step 9: After all glass curtain wall construction zones are completed, the pre-deformation amount of the adjustment device is released.

2. The integrated construction method for the large cantilever steel structure-glass curtain wall structure according to claim 1, characterized in that: Displacement values ​​of the glass curtain wall construction zones in the second step This refers to the theoretical displacement value of key points within the glass curtain wall construction zone under the action of pre-deformation force.

3. The integrated construction method for the large cantilever steel structure-glass curtain wall structure according to claim 1, characterized in that: The criteria for determining the displacement value of key points in step five: It can be controlled according to the required precision during construction.

4. The integrated construction method for the large cantilever steel structure-glass curtain wall structure according to claim 1, characterized in that: The pre-deformation measures for the steel structure in the sixth step include a traction end, steel strands, an adjustment device, and a ground anchor. The ground anchor is connected to the civil structure or the bottom foundation. The traction end is connected to the adjustment device through the steel strands. The adjustment device is connected to the ground anchor through the lower steel strands, so that the pre-deformation tension is finally transferred to the civil structure or the bottom foundation.

5. The integrated construction method for the large cantilever steel structure-glass curtain wall structure according to claim 4, characterized in that: The steel strand can be replaced with steel wire rope and other force transmission measures according to site requirements.

6. The integrated construction method for the large cantilever steel structure-glass curtain wall structure according to claim 4, characterized in that: The traction end, adjustment device, and ground anchor all need to be based on the pre-deformation tension value. Size determines its corresponding specifications.

7. The integrated construction method for the large cantilever steel structure-glass curtain wall structure according to any one of claims 4-6, characterized in that, The construction process for the installation elevation of the main structure pre-modulated glass curtain wall is as follows: (1) After all construction steps of the main structure are completed, the glass curtain wall structure installation stage begins; (2) Divide the enclosure structure into zones according to the characteristics of the enclosure structure, and select key points according to the corresponding main structure within the zone; (3) Using the pre-deformation tension calculation method in step five above, the pre-deformation tension required for key points in the glass curtain wall construction zone is calculated iteratively. At the same time, the selection and calculation of the traction end, steel strand, adjustment device, and ground anchor related measures are carried out according to the calculated pre-deformation tension value of the key points, and the specifications corresponding to the above measures are determined. (4) Install relevant adjustment measures and adjust the structural configuration to the design state under dead load conditions. The design state under dead load conditions means that, under the action of the adjustment device, the vertical displacement value generated by the key points in the curtain wall structure partition is equal to the corresponding vertical displacement value in the numerical calculation. ; (5) For large cantilever structures, install the glass curtain wall structure in the first section sequentially from the fixed end of the structure toward the cantilever section, and gradually unload the adjustment device; (6) Install the glass curtain wall structure in sequence and unload the adjustment device in the corresponding zone according to the glass curtain wall construction zone and installation sequence; (7) The enclosure system has been installed and the adjustment device has been unloaded and removed.

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