Installation method of large-span steel truss cantilever special-shaped structure

Abstract

The application provides a mounting method of a large-span steel truss cantilever special-shaped structure, which comprises permanent support columns, temporary support columns, truss beams, cantilever beams and steel bar truss floor slabs, the permanent support columns and the temporary support columns are used as support seats of the truss beams; the truss beam is an arc-shaped steel truss structure, the arc-shaped two ends are connected with adjacent building components, the cantilever beam is attached to the arc-shaped section of the steel truss and presents a double-layer radial shape; the steel bar truss floor slab is laid on the cantilever beam and is used for pouring concrete as a building structure floor slab in a later period; the method is used for hoisting after partially integrally assembling the components, so as to reduce the frequency of personnel high-altitude operation as much as possible; the stress conditions of structure hoisting and temporary support are accurately and comprehensively analyzed, and then actual operation is carried out; the construction method is safe and reliable; the application range is wide; for complex steel structure installation and construction, especially for more cantilever structures, the method and the idea have good applicability.

Description

Technical Field

[0001] This invention relates to the technical field of steel structure construction in civil engineering, and specifically to an installation method for a large-span steel truss cantilever irregular structure. Background Technology

[0002] In the field of building construction, steel structure installation is categorized into three types based on the structural components used for hoisting: integral hoisting (or jacking), partial segmented hoisting, and assembly of all components. Integral hoisting requires ultra-large lifting equipment or multi-point jacking systems, ensuring installation accuracy and efficiency between components, but it places high demands on the site and lifting equipment. Partial segmented hoisting has lower requirements for equipment and lower efficiency, but still faces the issue of accuracy in aerial connection installation. Assembly of all components has the lowest requirements for lifting equipment, but it is the most difficult and least efficient for aerial installation, requiring numerous work platforms, and it is difficult to guarantee accuracy in aerial installation. Partial segmented hoisting is the most common type used in engineering projects, and specific measures must be taken to ensure installation accuracy depending on the specific structural type. Summary of the Invention

[0003] The main objective of this invention is to provide an installation method for a large-span steel truss cantilever irregular structure, thereby solving the problems mentioned in the background art.

[0004] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is as follows: it includes permanent support columns, temporary support columns, truss beams, cantilever beams, and steel truss floor slabs. The permanent support columns and temporary support columns serve as support seats for the truss beams. The truss beams are arc-shaped steel truss structures, with the arc-shaped ends connected to adjacent building components. The cantilever beams are attached to the arc-shaped sections of the steel truss, forming a double-layer radial pattern. The steel truss floor slabs are laid on the cantilever beams, and concrete is poured later to serve as the building structure floor slabs.

[0005] The specific installation steps are as follows:

[0006] S1. According to the design, pre-embed anchor bolts at the permanent support columns and temporary support columns, and hoist the permanent support columns on both sides and the temporary support columns in the middle for assembly;

[0007] S2. Erect a ground-mounted full-span work scaffolding assembly platform along the projection position of the truss beam;

[0008] S3. The truss beams are hoisted in sections. The posture of the truss beams is adjusted by jacks on temporary support columns, and then the truss beams are welded and fixed.

[0009] S4. Unload the temporary support columns, complete the system conversion, and remove the temporary support columns;

[0010] S5. Hoist the cantilever beams one by one and fix them to the truss beams;

[0011] S6. Install steel truss floor slabs on the cantilever beam, and then dismantle the full-span work scaffolding assembly platform.

[0012] Preferably, the anchor bolts of both permanent and temporary support columns are connected as a whole by transverse connecting braces and are pre-assembled and matched with the support columns before being buried.

[0013] The support columns are hoisted vertically in sections and connected using flanges.

[0014] Preferably, the number, location, and structure of temporary support columns are set according to the segmentation of the truss beam, and the temporary support columns are set at the segment connection of the truss beam;

[0015] The top of the truss beam is fixed with top longitudinal and transverse beams, and multiple jacks are provided on both sides of the top longitudinal and transverse beams. A counter-adjustable unloading block is provided in the middle of the top longitudinal and transverse beams, and the counter-adjustable unloading block and the jacks abut against the bottom of the truss beam.

[0016] Preferably, the truss beam is divided into left and right sections, and each section of the truss beam includes a lower truss beam, an upper truss beam, and diagonal bracing;

[0017] The specific steps of step S3 are as follows:

[0018] A1. Hoist one end of the two lower truss beams onto the permanent support column and the other end onto the jacks on the temporary support column, and adjust their posture using the jacks.

[0019] A2. Replace the jacks with adjustable tension unloading blocks, then remove the jacks, weld multiple lower truss beams into a whole, and connect them to other adjacent building components. Weld the lower truss beams to the permanent support columns for fixation.

[0020] A3. Hoist the diagonal braces one by one, fix them with temporary measures, and then weld them to the lower truss beams.

[0021] A4. Erect a ground-mounted full-span work platform to the elevation of the upper truss beam;

[0022] A5. Hoist the upper truss beams in sections, and weld all the connections between sections, diagonal braces, and connecting braces.

[0023] Preferably, virtual pre-assembly is performed using actual measurement and three-dimensional laser scanning technology. After calculating the pre-camber and pre-deviation values ​​of the components, these values ​​are set in the components themselves, supports, and components to be matched before hoisting, so that the final posture meets the design requirements.

[0024] Preferably, the cantilever beam includes a lower cantilever beam and an upper cantilever beam, which are fixedly connected to a connecting plate on one side of the truss beam by bolts.

[0025] The specific steps of step S5 are as follows:

[0026] B1. Hoist the lower cantilever beams one by one and fix them to the connecting plates pre-welded to the truss beams with bolts;

[0027] B2. After all the lower cantilever beams are installed, the horizontal elevation of the cantilever beams is measured and collected. For all cantilever beams whose levelness and elevation do not meet the accuracy requirements, some bolts are loosened in sequence, and after precise adjustment with the hand hoist wire rope, they are fixed and connected again.

[0028] B3. Weld and fix all the lower cantilever beams to the truss beams, and install the arc-shaped cross braces between the cantilever beams;

[0029] B4. Repeat steps B1 to B3 to hoist the upper cantilever beam for installation and fixation.

[0030] Preferably, the cantilever beam is connected to the connecting plate by bolts during installation. The bolt hole diameter is set to be slightly larger than the bolt shaft diameter. When precisely adjusting the cantilever beam, the bolts are loosened and the cantilever beam is adjusted into place using a hand-operated hoist wire rope. Then the bolts are tightened and finally welded for fixation.

[0031] Preferably, the installation of the steel truss floor deck and the cantilever beam are at the same elevation, and the elevation is controlled by a laser level when fine-tuning the cantilever beam.

[0032] This invention provides an installation method for a large-span steel truss cantilever irregular structure, with the following advantages:

[0033] 1. Safety: This method involves assembling components into partial wholes before hoisting, minimizing the frequency of personnel working at heights; the stress conditions of structural hoisting, temporary supports, etc., are analyzed precisely and comprehensively before actual operation; the construction method is safe and reliable.

[0034] 2. Economic: Compared to hoisting the entire unit, it saves on the rental costs of large equipment; compared to assembling the entire unit in the air, it improves installation efficiency, reduces costs, and shortens the construction period.

[0035] 3. Convenience: The tools, equipment and materials used in this method are all relatively conventional, and the construction process is also easy to operate;

[0036] 4. Wide applicability: This method and approach are well-suited for complex steel structure installations, especially those involving numerous cantilever structures. Attached Figure Description

[0037] The present invention will be further described below with reference to the accompanying drawings and embodiments:

[0038] Figure 1 This is a top view of the installation of the permanent and temporary support columns of the present invention;

[0039] Figure 2 This is a front view of the temporary support column of the present invention;

[0040] Figure 3 This is a schematic diagram of the segmented assembly of the temporary support column of the present invention;

[0041] Figure 4 This is a construction schematic diagram of the full-span work scaffold assembly platform of the present invention;

[0042] Figure 5 This is a schematic diagram of the construction of the lower truss beam of the present invention;

[0043] Figure 6 This is a schematic diagram of the truss beam construction of the present invention;

[0044] Figure 7 This is a schematic diagram of the cantilever beam construction of the present invention;

[0045] Figure 8 This is a schematic diagram of the construction of the steel truss floor deck of the present invention;

[0046] Figure 9 This is a schematic diagram of the cantilever beam connection adjustment of the present invention;

[0047] Figure 10 This is a schematic diagram of the top structure of the temporary support column of the present invention;

[0048] In the diagram: 1. Permanent support column; 2. Temporary support column; 201. Anchor bolt; 202. Segmented prefabricated support column; 203. Top longitudinal and transverse beams; 204. Pull-and-adjustable unloading block; 205. Jack; 3. Full-span work scaffold assembly platform; 4. Truss beam; 401. Lower truss beam; 402. Diagonal brace; 403. Upper truss beam; 5. Cantilever beam; 501. Lower cantilever beam; 502. Upper cantilever beam; 503. Connecting plate; 504. Bolt; 505. Hand-operated hoist wire rope; 6. Steel truss floor deck. Detailed Implementation

[0049] Example 1

[0050] like Figures 1-10 As shown, an installation method for a large-span steel truss cantilever irregular structure includes permanent support columns 1, temporary support columns 2, truss beams 4, cantilever beams 5, and steel truss floor decks 6. The permanent support columns 1 and temporary support columns 2 serve as support seats for the truss beams 4. The truss beams 4 are arc-shaped steel truss structures, with both ends of the arc connected to adjacent building components. The cantilever beams 5 are attached to the arc-shaped sections of the steel truss, forming a double-layer radial pattern. The steel truss floor decks 6 are laid on the cantilever beams 5, and concrete is poured later to serve as the building's structural floor slab.

[0051] The specific installation steps are as follows:

[0052] S1. According to the design, anchor bolts are pre-embedded at permanent support column 1 and temporary support column 2, and the permanent support columns 1 on both sides and the temporary support column 2 in the middle are hoisted and assembled.

[0053] S2. Erect a ground-mounted full-span work scaffold assembly platform 3 along the projection position of truss beam 4;

[0054] S3. The truss beam 4 is hoisted in sections. The posture of the truss beam 4 is adjusted by the jacks 205 on the temporary support column 2, and then the truss beam 4 is welded and fixed.

[0055] S4. Unload temporary support column 2, complete system conversion, and remove temporary support column 2;

[0056] S5. Hoist the cantilever beams 5 one by one and fix them to the truss beams 4;

[0057] S6. Install the steel truss floor slab 6 on the cantilever beam 5, and then dismantle the full-span work scaffold assembly platform 3.

[0058] Preferably, the anchor bolts of both the permanent support column 1 and the temporary support column 2 are connected as a whole by a transverse connecting brace, and are pre-assembled and matched with the support column before being buried.

[0059] The support columns are hoisted vertically in sections, using flange connections. The pre-embedded anchor bolts 201 for both permanent support column 1 and temporary support column 2 are horizontally connected as a whole and pre-assembled and matched with the support columns before installation. The support columns are hoisted vertically in sections, with each section connected by flanges. Each individual vertical section's column, beam, and diagonal brace are pre-welded as a whole to ensure accurate matching and high efficiency during the sectioned hoisting, avoiding the difficulties and low precision of scattered assembly in mid-air.

[0060] Preferably, the number, location and structure of the temporary support columns 2 are set according to the segmentation of the truss beam 4, and the temporary support columns 2 are set at the segment connection of the truss beam 4.

[0061] The top of the truss beam 4 is fixed with a top longitudinal and transverse beam 203. Multiple jacks 205 are provided on both sides of the top longitudinal and transverse beam 203. A counter-adjustable unloading block 204 is provided in the middle of the top longitudinal and transverse beam 203. The counter-adjustable unloading block 204 and the jacks 205 abut against the bottom of the truss beam 4.

[0062] The segmented truss beam 4 is installed from left to right and then from the middle to reduce the cumulative error of unidirectional hoisting and avoid excessive deviation when installing from one direction to the other. The temporary support column 2 in the middle section is equipped with four jacks 205 at its top for adjusting the posture of the middle truss beam to facilitate docking with the installed segments on both sides. After adjustment, the system is transferred to the adjacent adjustable unloading block 204, and the jacks 205 are removed.

[0063] Preferably, the truss beam 4 is divided into left and right sections, and each section of the truss beam 4 includes a lower truss beam 401, an upper truss beam 403, and a diagonal brace 402;

[0064] The specific steps of step S3 are as follows:

[0065] A1. Hoist one end of the two lower truss beams 401 onto the permanent support column 1, and place the other end onto the jack 205 on the temporary support column 2, and adjust the posture using the jack 205.

[0066] A2. Replace the load-bearing capacity of the jack 205 with the counter-adjustable unloading block 204, then remove the jack 205, weld the multiple sections of the lower truss beam 401 into a whole, and connect it with other adjacent building components. Weld the lower truss beam 401 to the permanent support column 1 for fixation.

[0067] A3. Hoist the diagonal braces 402 one by one, fix them with temporary measures, and then weld them to the lower truss beam 401.

[0068] A4. Erect a ground-mounted full-span work scaffold assembly platform 3 to the upper truss beam at elevation 403.

[0069] A5. Hoist the upper truss beam 403 in sections, and weld all the connections between the sections, diagonal braces 402, and connecting braces.

[0070] Preferably, virtual pre-assembly is performed using actual measurements and 3D laser scanning technology. After calculating the pre-camber and pre-deviation values ​​of the components, these values ​​are set in the components themselves, supports, and components to be matched before hoisting to ensure that the final posture meets the design requirements. Since the mid-span truss beams and the divergent cantilever beams 5 have large cantilever sections, to compensate for the deflection and deformation displacement after structural installation, for components with large spans or cantilevers, actual measurements and 3D laser scanning technology are imported into Tekla and Midas Gen software for virtual pre-assembly. After calculating the pre-camber and pre-deviation values ​​of the components, these values ​​are set in the components themselves, supports, and components to be matched before hoisting to ensure that the final posture is closest to the design requirements.

[0071] Preferably, the cantilever beam 5 includes a lower cantilever beam 501 and an upper cantilever beam 502, and the lower cantilever beam 501 and the upper cantilever beam 502 are fixedly connected to the connecting plate 503 on one side of the truss beam 4 by bolts 504.

[0072] The specific steps of step S5 are as follows:

[0073] B1. Hoist the lower cantilever beams 501 one by one and fix them to the connecting plates 503 pre-welded on the truss beams 4 with bolts 504.

[0074] B2. After all the lower cantilever beams 501 are installed, the horizontal elevation of the cantilever beams 5 is measured and collected. For all cantilever beams 5 whose levelness and elevation do not meet the accuracy requirements, some bolts 504 are loosened in sequence, and after precise adjustment with the hand hoist wire rope 505, they are fixed and connected again.

[0075] B3. Weld and fix all the lower cantilever beams 501 to the truss beams 4, and install the arc-shaped cross braces between the cantilever beams 5.

[0076] B4. Repeat steps B1 to B3 to hoist and install the upper cantilever beam 502.

[0077] Preferably, during installation, the cantilever beam 5 is connected to the connecting plate 503 via bolts 504. The bolt hole diameter is slightly larger than the bolt shaft diameter. For precise adjustment of the cantilever beam 5, the bolts 504 are loosened, and the cantilever beam 5 is adjusted to its correct position using a hand-operated hoist wire rope 505. Then, the bolts 504 are tightened, and finally, the beam is welded in place. Alternatively, high-strength friction bolts 504 are used between the cantilever beam 5 and the connecting plate 503 at its root. The bolt hole diameter is slightly larger than the bolt shaft diameter. This allows for some rotation space for the cantilever beam 5 during subsequent precise adjustments. After loosening the bolts 504 to a certain extent, the gap in the holes allows for adjustment. With the assistance of a hand-operated hoist, the beam is adjusted to its correct position, then all bolts 504 are tightened again, and finally, the beam is welded in place. The bolts 504 are then removed for system conversion.

[0078] Preferably, the steel truss floor deck 6 and the cantilever beam 5 are installed at the same elevation. A laser level is used to control the elevation when fine-tuning the cantilever beam 5. The installation of the steel truss floor deck 6 requires that the cantilever beam 5 be at the same elevation, without excessive difference, to avoid the floor deck slab becoming "loose," which is detrimental to structural safety. A laser level is used to control the elevation when fine-tuning the cantilever beam 5.

[0079] The above embodiments are merely preferred technical solutions of the present invention and should not be considered as limitations on the present invention. The scope of protection of the present invention should be limited to the technical solutions described in the claims, including equivalent substitutions of the technical features described in the claims. That is, equivalent substitutions and improvements within this scope are also within the scope of protection of the present invention.

Claims

1. An installation method for a large-span steel truss cantilever irregular structure, characterized by: It includes permanent support columns (1), temporary support columns (2), truss beams (4), cantilever beams (5) and steel truss floor decks (6). The permanent support columns (1) and temporary support columns (2) serve as the support seats for the truss beams (4). The truss beams (4) are arc-shaped steel truss structures, with the arc ends connected to adjacent building components. The cantilever beams (5) are attached to the arc sections of the steel trusses and are arranged in a double-layer radial pattern. The steel truss floor decks (6) are laid on the cantilever beams (5) and concrete is poured later to serve as the building structure floor slabs. The specific installation steps are as follows: S1. According to the design, anchor bolts are pre-embedded at the permanent support column (1) and the temporary support column (2), and the permanent support columns (1) on both sides and the temporary support column (2) in the middle are hoisted and assembled. S2. Erect a ground-mounted full-span work scaffold assembly platform (3) along the projection position of the truss beam (4). S3. The truss beam (4) is hoisted in sections. The posture of the truss beam (4) is adjusted by the jacks (205) on the temporary support column (2), and then the truss beam (4) is welded and fixed. S4. Unload the temporary support column (2), complete the system conversion, and remove the temporary support column (2). S5. Hoist the cantilever beams (5) one by one and fix them to the truss beams (4); S6. Install steel truss floor deck (6) on the cantilever beam (5), and then dismantle the full-span work scaffold assembly platform (3). The truss beam (4) is divided into left and right sections. Each section of the truss beam (4) includes a lower truss beam (401), an upper truss beam (403), and a diagonal brace (402). The specific steps of step S3 are as follows: A1. Hoist one end of the two lower truss beams (401) onto the permanent support column (1) and the other end onto the jack (205) on the temporary support column (2), and adjust their posture using the jack (205); A2. Use a counter-tension adjustable unloading block (204) to replace the jack (205) for bearing the load, then remove the jack (205), weld multiple lower truss beams (401) into a whole, and connect them with other adjacent building components, and weld the lower truss beams (401) to the permanent support column (1) for fixation. A3. Hoist the diagonal braces (402) one by one, fix them with temporary measures, and then weld them to the lower truss beam (401). A4. Erect a ground-mounted full-span work platform (3) to the elevation of the upper truss beam (403); A5. Hoist the upper truss beam (403) in sections, and weld all the connections between the sections, diagonal braces (402), and connecting braces; The cantilever beam (5) includes a lower cantilever beam (501) and an upper cantilever beam (502), which are fixedly connected to the connecting plate (503) on one side of the truss beam (4) by bolts (504); The specific steps of step S5 are as follows: B1. The lower cantilever beams (501) are hoisted one by one and fixedly connected to the connecting plates (503) pre-welded on the truss beam (4) by bolts (504); B2. After all the lower cantilever beams (501) are installed, the horizontal elevation of the cantilever beams (5) is measured and collected. For all cantilever beams (5) whose levelness and elevation do not meet the accuracy requirements, some bolts (504) are loosened in sequence, and after precise adjustment with the hand-operated hoist wire rope (505), they are fixed and connected again. B3. Weld and fix all the lower cantilever beams (501) to the truss beams (4), and install the arc-shaped cross braces between the cantilever beams (5); B4. Repeat steps B1 to B3 to hoist the upper cantilever beam (502) for installation and fixation.

2. The installation method of a large-span steel truss cantilever irregular structure according to claim 1, characterized in that: The anchor bolts of the permanent support column (1) and the temporary support column (2) are all connected by a horizontal connecting brace as a whole, and are pre-assembled and matched with the support column before being buried. The support columns are hoisted vertically in sections and connected using flanges.

3. The installation method of a large-span steel truss cantilever irregular structure according to claim 1, characterized in that: The number, location and structure of the temporary support columns (2) are set according to the segmentation of the truss beam (4), and the temporary support columns (2) are set at the segment connection of the truss beam (4); The top of the truss beam (4) is fixed with a top longitudinal and transverse beam (203), and multiple jacks (205) are provided on both sides of the top longitudinal and transverse beam (203). A counter-adjustable unloading block (204) is provided in the middle of the top longitudinal and transverse beam (203). The counter-adjustable unloading block (204) and the jacks (205) abut against the bottom of the truss beam (4).

4. The installation method of a large-span steel truss cantilever irregular structure according to claim 1, characterized in that: Virtual pre-assembly is performed using actual measurements and 3D laser scanning technology. After calculating the pre-camber and pre-deviation values ​​of the components, these values ​​are set in the components themselves, supports, and components to be matched before hoisting, so that the final posture meets the design requirements.

5. The installation method of a large-span steel truss cantilever irregular structure according to claim 1, characterized in that: When the cantilever beam (5) is installed, it is connected to the connecting plate (503) by bolts (504). The bolt hole diameter is slightly larger than the bolt shaft diameter. When precisely adjusting the cantilever beam (5), the bolts (504) are loosened and the cantilever beam (5) is adjusted to the position by using the hand hoist wire rope (505). Then the bolts (504) are tightened and finally welded and fixed.

6. The installation method of a large-span steel truss cantilever irregular structure according to claim 1, characterized in that: When the steel truss floor deck (6) is installed, it is at the same elevation as the cantilever beam (5). When fine-tuning the cantilever beam (5), the elevation is controlled by a laser level.

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