Construction method of super high-rise and large-span truss steel structure

Abstract

The application discloses a construction method of a super-high and large-span truss steel structure, which comprises the following steps: embedding an auxiliary support for a vertical steel column of a main structure; arranging a first hanging point connecting plate on the lower side of the upper end of the auxiliary support, and installing a truss lower chord steel beam end section on the side of the lower end of the auxiliary support; installing a second hanging point connecting plate on the upper end surface of the truss lower chord steel beam end section, and installing a hand-operated hoist between the first hanging point connecting plate and the second hanging point connecting plate; installing a truss lower chord steel beam middle section between the two truss lower chord steel beam end sections; removing the hand-operated hoist, installing a truss upper chord steel beam end section, and temporarily fixing the truss upper chord steel beam end section by using a connecting lug plate; installing a temporary support column above the truss upper chord steel beam end section, supporting the truss upper chord steel beam end section from below by the temporary support column, and welding the two truss upper chord steel beam end sections on the side of the upper end of the auxiliary support; and installing a truss upper chord steel beam middle section between the two truss upper chord steel beam end sections.

Description

Technical Field

[0001] This invention belongs to the field of building engineering technology and relates to a construction method for super high-rise, large-span truss steel structures. Background Technology

[0002] With the rapid development of the construction industry, steel structures are being used more and more widely in various building projects, from large commercial complexes to industrial plants. Their advantages, such as high strength and short construction cycles, have made them an important choice for building structures. However, many problems exist in the current steel structure installation process, seriously restricting construction quality, progress, and safety.

[0003] (1) High risk and low efficiency of hoisting operations: Steel structure hoisting operations are complex, and different components require different hoisting equipment and methods. However, existing hoisting technologies lack precise planning, and the selection of hoisting points often relies on experience without fully considering the center of gravity and mechanical properties of the components, which can easily lead to hoisting imbalance and increase safety risks. At the same time, unreasonable scheduling of hoisting equipment leads to low construction efficiency and delays in the construction period.

[0004] (2) Unreasonable installation sequence and precision control: A reasonable installation sequence and precise installation accuracy are key to ensuring the quality of steel structures. In actual construction, due to a lack of scientific planning, the installation sequence is chaotic and the structural stress principle is not followed, resulting in uneven stress on the structure during installation, causing deformation or even damage. Moreover, the installation precision control methods are outdated, making it impossible to monitor and adjust installation deviations in real time, resulting in the accumulation of deviations and affecting the overall quality and service life of the building.

[0005] (3) Defects in the design and use of temporary support structures: Temporary support structures are crucial during steel structure installation. However, existing temporary support structure designs often suffer from problems such as improper selection of support materials and unreasonable support locations and quantities. Insufficient strength or poor stability of support materials can fail to effectively distribute loads; unreasonable support locations and quantities can lead to stress concentration in some areas, easily causing structural instability and seriously threatening construction safety.

[0006] Therefore, there is an urgent need to design a construction method for ultra-high-rise, large-span truss steel structures to solve the technical problems existing in the current technology. Summary of the Invention

[0007] The purpose of this invention is to at least partially solve some of the technical problems existing in the prior art, and to provide a construction method for super high-rise, large-span truss steel structures. The method has a reasonable structure and is easy to operate. It uses manual hoists and temporary support columns to install the lower chord steel beams and upper chord steel beams of the truss in layers, which effectively ensures the installation accuracy of the components and helps to improve the construction quality of the truss steel structure.

[0008] To solve the above-mentioned technical problems, the present invention provides a construction method for a super high-rise, large-span truss steel structure, comprising: S1 is an auxiliary support embedded in the vertical steel column of the main structure to fix the lower chord steel beam and the upper chord steel beam of the truss; S2, a first hanging point connecting plate is provided on the lower side of the upper end of the auxiliary support, and the end section of the lower chord steel beam of the truss is installed on the side of the lower end of the auxiliary support. S3, install a second hanging point connecting plate on the upper end face of the lower chord steel beam end section of the truss, and install a manual hoist between the first hanging point connecting plate and the second hanging point connecting plate so that the steel wire rope on it is tied between the first hanging point connecting plate and the second hanging point connecting plate. S4, Use a truck crane to install the middle section of the lower chord steel beam between the two lower chord steel beam end sections; S5, remove the manual hoist and use a truck crane to install the end section of the upper chord steel beam of the truss. After the end section of the upper chord steel beam of the truss is hoisted into place, it is temporarily fixed with connecting lugs. S6, install temporary support columns above the lower chord steel beams of the truss, with the temporary support columns supporting the lower part of the upper chord steel beam end section of the truss, and weld the two upper chord steel beam end sections to the side of the upper end of the auxiliary support; S7, using a truck crane to install the middle section of the upper chord steel beam of the truss between the end sections of the two upper chord steel beams of the truss; S8, remove the temporary support column and install the truss inclined beam between the lower chord steel beam and the upper chord steel beam of the truss.

[0009] In some embodiments, there are multiple truss inclined beams connected between the lower chord steel beam and the upper chord steel beam of the truss, and adjacent truss inclined beams have different inclination directions.

[0010] In some embodiments, a strain sensor is disposed above the truss inclined beam to detect the stress on the truss inclined beam.

[0011] In some embodiments, the strain sensors are multiple and are attached to the middle position of the truss beam, and the strain sensors are arranged on each plane of the truss beam.

[0012] In some embodiments, the end of the temporary support column is provided with a connecting steel plate, one end of which is welded to the end of the temporary support column, and the other end of which is fixed to the temporary support column by a ball joint.

[0013] In some embodiments, the truss inclined beam is provided with a plurality of ear plates, and an adjustable strut is provided between the truss inclined beam and the upper chord steel beam of the truss, with one end of the adjustable strut connected to the ear plate of the truss inclined beam.

[0014] In some embodiments, the adjustable strut is equipped with a spring, which is built into the adjustable strut and arranged along the length of the adjustable strut.

[0015] In some embodiments, the number of adjustable struts is multiple, with at least one adjustable strut configured between the end section of the upper chord steel beam and the end section of the lower chord steel beam, and at least two adjustable struts configured between the middle section of the lower chord steel beam and the middle section of the upper chord steel beam.

[0016] In some embodiments, the strength of the spring built into the adjustable strut between the middle section of the lower chord steel beam and the middle section of the upper chord steel beam is greater than the strength of the spring built into the adjustable strut between the end section of the upper chord steel beam and the end section of the lower chord steel beam.

[0017] In some embodiments, the adjustable struts are symmetrically arranged along the centerline of adjacent vertical steel columns.

[0018] Beneficial effects of this invention: This invention provides a construction method for ultra-high-rise, large-span truss steel structures. The method is reasonable in structure and convenient in operation. It utilizes manual hoists and temporary support columns to install the lower chord steel beams and upper chord steel beams of the truss in layers, which effectively ensures the installation accuracy of the components and helps to improve the construction quality of the truss steel structure.

[0019] The technical solution provided by this invention can effectively solve the problem that temporary fixing is impossible due to space constraints during the installation of ultra-high, large-span integral steel structures, and that fixing measures cannot guarantee the quality of installation and construction.

[0020] The temporary support and construction method for ultra-high and long-span truss steel structures of the present invention do not require consideration of the stress problem of the temporary support points. The temporary support measures adopted in the present invention are only for load transfer and have no additional load. This installation method can be used for truss steel structure installation in different situations by adjusting the load of the manual hoist and the interface of the temporary support. It can not only ensure the accuracy of steel structure installation, but also meet the safety and stability requirements of steel structure installation process. In addition, strain sensors are used for real-time force monitoring, and adjustable struts are used for dynamic support, forming an intelligent closed-loop system that significantly improves safety, stability, and adaptability. Attached Figure Description

[0021] The advantages of the present invention will become clearer and more readily understood through the following detailed description in conjunction with the accompanying drawings, which are merely illustrative and do not limit the invention, wherein: Figure 1 This is a flowchart of a construction method for a super high-rise, large-span truss steel structure according to an embodiment of the present invention; Figure 2 This is a schematic diagram showing the completion of the pre-embedded auxiliary support for the vertical steel column of the main structure provided in an embodiment of the present invention.

[0022] Figure 3 This is a schematic diagram of a temporary fixing node for installing the lower chord crossbeam of a truss provided in an embodiment of the present invention.

[0023] Figure 4 This is a schematic diagram of a temporary fixing node for installing the upper chord crossbeam of a truss provided in an embodiment of the present invention.

[0024] Figure 5 This is a schematic diagram of a temporary support node provided in an embodiment of the present invention.

[0025] Figure 6 This is a schematic diagram of the upper and lower chord steel structure of a truss provided in an embodiment of the present invention. Detailed Implementation

[0026] Figures 1 to 6 This is a schematic diagram related to the construction method of a super high-rise, large-span truss steel structure described in this application. The invention will be described in detail below with reference to specific embodiments and accompanying drawings.

[0027] The embodiments described herein are specific implementations of the present invention, used to illustrate the concept of the invention, and are illustrative and exemplary, and should not be construed as limiting the implementation or scope of the invention. In addition to the embodiments described herein, those skilled in the art can employ other obvious technical solutions based on the content disclosed in the claims and specification of this application. These technical solutions include those that make any obvious substitutions and modifications to the embodiments described herein.

[0028] The accompanying drawings in this specification are schematic diagrams to aid in illustrating the concept of the invention, and schematically show the shapes of the various parts and their interrelationships. Please note that, in order to clearly demonstrate the structure of the components in the embodiments of the invention, the drawings are not drawn to the same scale. The same reference numerals are used to indicate the same parts.

[0029] The flowchart of the construction method for a super high-rise, large-span truss steel structure described in this invention is as follows: Figure 1 As shown. A construction method for a super high-rise, large-span truss steel structure includes: S1 is an auxiliary support 1 embedded in the vertical steel column 2 of the main structure to fix the lower chord steel beam 3 and the upper chord steel beam 8 of the truss. Figure 2 This is a schematic diagram of the main structure provided by an embodiment of the present invention after the pre-embedded auxiliary support 1 of the vertical steel column 2 is completed. Typically, the vertical steel columns 2 are arranged symmetrically in two rows, and the auxiliary support 1 is arranged in the space between the vertical steel columns 2.

[0030] S2, a first hanging point connecting plate 51 is provided on the lower side of the upper end 110 of the auxiliary support 1. Figure 2 (As shown), the lower chord steel beam end section 31 of the truss is installed on the side of the lower end 120 of the auxiliary support 1; S3, install the second hanging point connecting plate 52 on the upper end face of the lower chord steel beam end section 31 of the truss, such as Figure 3 As shown, a manual hoist 6 is installed between the first hanging point connecting plate 51 and the second hanging point connecting plate 52, so that the wire rope on it is tied between the first hanging point connecting plate 51 and the second hanging point connecting plate 52. In some embodiments, the first hanging point connecting plate 51 and the second hanging point connecting plate 52 are made of Q335 galvanized steel sheet, and the diameter of the hanging point openings on them is 40mm.

[0031] S4, Use a truck crane to install the middle section 32 of the lower chord steel beam between the two end sections 31 of the lower chord steel beam; S5, remove the manual hoist 6, and use a truck crane to install the end section 81 of the upper chord steel beam of the truss. After the end section 81 of the upper chord steel beam of the truss is hoisted into place, it is temporarily fixed using connecting ear plates 4. The connecting ear plates 4 are 160mm×280mm×20mm Q355 galvanized steel plates with a hole diameter of 40mm and a spacing of 80mm.

[0032] S6, install the temporary support column 7 above the lower chord steel beam 3 of the truss, as follows. Figure 4 As shown, the temporary support column 7 supports the underside of the end section 81 of the upper chord steel beam of the truss, and the two end sections 81 of the upper chord steel beam of the truss are welded to the side of the upper end 110 of the auxiliary support 1. S7, Use a truck crane to install the middle section 82 of the upper chord steel beam of the truss between the two end sections 81 of the upper chord steel beam of the truss; S8, remove the temporary support column 7, and install the truss inclined beam 10 between the lower chord steel beam 3 and the upper chord steel beam 8 of the truss. Figure 5 As shown.

[0033] In this invention, there are multiple truss inclined beams 10, which are connected between the lower chord steel beam 3 and the upper chord steel beam 8 of the truss, and the inclination directions of adjacent truss inclined beams 10 are different.

[0034] exist Figure 5 In the embodiment shown, there are four rows of truss inclined beams 10, and adjacent truss inclined beams 10 are different to form a triangular structure, thereby ensuring the structural strength of the truss steel structure.

[0035] In this invention, a strain sensor 11 is disposed above the truss inclined beam 10, such as... Figure 5As shown, this is used to detect the stress on the truss inclined beam 10, thereby monitoring the safety of construction in real time. If the data detected by the strain sensor 11 exceeds the allowable range, an alarm will be sounded and countermeasures will be taken in a timely manner.

[0036] Specifically, strain sensor 11 provides continuous stress data and can trigger an alarm (such as by wireless transmission to the control center) when a threshold is exceeded, preventing structural instability.

[0037] In some embodiments, there are multiple strain sensors 11, which are attached to the middle position of the truss inclined beam 10. Furthermore, the strain sensors 11 are arranged on various planes of the truss inclined beam 10 to ensure the comprehensiveness of the detection data. Specifically, the strain sensors 11 are arranged on various planes of the inclined beam to capture multi-directional strains such as bending and torsion, thereby improving installation accuracy.

[0038] In some embodiments, the strain sensor 11 is a fiber Bragg grating sensor with a range of ±1500 μm, an accuracy of ±0.1% FS, and a sampling frequency of ≥100 Hz. It is connected to the monitoring terminal via a wireless transmission module (ZigBee protocol). The sensors are arranged at equal intervals along the axis of the truss inclined beam 10, with a spacing not exceeding 1 / 10 of the length of the inclined beam, and are symmetrically attached to the upper and lower surfaces of the inclined beam.

[0039] In some embodiments, the strain sensor 11 sets two warning thresholds: the first threshold is 70% of the design stress, which triggers an audible and visual alarm; the second threshold is 90% of the design stress, which automatically pauses the hoisting operation and links the adjustable strut 20 mentioned below to adjust the preload.

[0040] In this invention, the end of the temporary support column 7 is provided with a connecting steel plate 9, such as... Figure 6 As shown, a connecting steel plate 9 is welded to one end of the temporary support column 7, and the other connecting steel plate 9 is fixed to the other end of the temporary support column 7 by a ball joint, thereby increasing the flexibility of the temporary support column 7 in use. That is, the temporary support column 7 in this embodiment is suitable not only for vertical support but also for inclined support.

[0041] In some embodiments, the truss inclined beam 10 is provided with a plurality of ear plates 12, such as Figure 5 As shown, an adjustable strut 20 is provided between the truss inclined beam 10 and the upper chord steel beam 8 of the truss, and one end of the adjustable strut 20 is connected to the ear plate 12 of the truss inclined beam 10.

[0042] Furthermore, the adjustable support rod 20 is equipped with a spring, which is built into the interior of the adjustable support rod 20 and is arranged along the length direction of the adjustable support rod 20.

[0043] The number of adjustable struts 20 is multiple. At least one adjustable strut 20 is configured between the end section 81 of the upper chord steel beam and the end section 31 of the lower chord steel beam, and at least two adjustable struts 20 are configured between the middle section 32 of the lower chord steel beam and the middle section 82 of the upper chord steel beam. The adjustable struts 20, the end section 81 of the upper chord steel beam, and the end section 31 of the lower chord steel beam form a triangular structure to ensure the strength of the truss steel structure.

[0044] The spring inside the adjustable strut 20 configured between the middle section 32 of the lower chord steel beam and the middle section 82 of the upper chord steel beam is stronger than the spring inside the adjustable strut 20 configured between the end section 81 of the upper chord steel beam and the end section 31 of the lower chord steel beam, so as to strengthen the structural strength on both sides of the truss steel structure and prevent the truss steel structure from becoming unstable from the side.

[0045] In some embodiments, the adjustable strut 20 incorporates a disc spring with a spring stiffness coefficient ≥50 N / mm in the middle section and ≤30 N / mm at the ends. The pre-compression is adjusted via a thread. The spring preload of the adjustable strut 20 is automatically adjusted based on data from the strain sensor 11, forming a closed-loop control.

[0046] In this invention, the adjustable support rod 20 has a built-in spare spring assembly that automatically switches when the main spring fails, thereby improving the ease of operation.

[0047] In this invention, the adjustable struts 20 are symmetrically arranged along the center lines of adjacent vertical steel columns 2. The symmetrical structural design facilitates balance adjustment and avoids structural instability due to structural deviation.

[0048] In some embodiments, the strain sensor 11 and the adjustable strut 20 constitute an intelligent monitoring system to optimize the load distribution of the truss in real time. During construction, when the strain sensor 11 detects a 15% overload, the spring of the adjustable strut 20 automatically expands by 10%, achieving a deviation correction rate of approximately 95%.

[0049] In this invention, under gusts of wind of level 8 or above (wind speed 18m / s), strain sensor 11 detects that the stress fluctuation amplitude in the middle of the truss inclined beam 10 reaches 35% of the design value. The system automatically triggers the spring stiffness enhancement mode of the adjustable strut 20: the stiffness of the middle section strut increases from 50N / mm to 65N / mm; the amplitude attenuation rate increases from 40% to 78%; and the structural recovery stabilization time is shortened to 15 seconds to ensure construction safety.

[0050] Compared with the shortcomings and deficiencies of existing technologies, the present invention provides a construction method for ultra-high-rise, large-span truss steel structures. This method has a reasonable structure and is easy to operate. It utilizes manual hoists and temporary support columns to install the lower chord steel beams and upper chord steel beams of the truss in layers, which effectively ensures the installation accuracy of the components and helps to improve the construction quality of the truss steel structure.

[0051] This invention is not limited to the above-described embodiments. Anyone can derive other products in various forms under the guidance of this invention. However, regardless of any changes in shape or structure, any technical solution that is the same as or similar to this application falls within the protection scope of this invention.

Claims

1. A construction method for a super high-rise, large-span truss steel structure, characterized in that, include: S1 is an auxiliary support (1) pre-embedded in the vertical steel column (2) of the main structure to fix the lower chord steel beam (3) and the upper chord steel beam (8) of the truss. S2, a first hanging point connecting plate (51) is provided on the lower side of the upper end (110) of the auxiliary support (1), and the end section (31) of the lower chord steel beam of the truss is installed on the side of the lower end (120) of the auxiliary support (1). S3, install a second hanging point connecting plate (52) on the upper end face of the end section (31) of the lower chord steel beam of the truss, and install a manual hoist (6) between the first hanging point connecting plate (51) and the second hanging point connecting plate (52) so that the wire rope on it is pulled between the first hanging point connecting plate (51) and the second hanging point connecting plate (52). S4, using a truck crane to install the middle section (32) of the lower chord steel beam between the two lower chord steel beam end sections (31); S5, remove the manual hoist (6), and use a truck crane to install the end section (81) of the upper chord steel beam of the truss. After the end section (81) of the upper chord steel beam of the truss is hoisted into place, it is temporarily fixed using the connecting ear plate (4). S6, install the temporary support column (7) above the lower chord steel beam (3) of the truss, the temporary support column (7) supports the lower part of the upper chord steel beam end section (81) of the truss, and weld the two upper chord steel beam end sections (81) to the side of the upper end (110) of the auxiliary support (1); S7, using a truck crane to install the middle section (82) of the upper chord steel beam between the two upper chord steel beam end sections (81); S8, remove the temporary support column (7) and install the truss inclined beam (10) between the lower chord steel beam (3) and the upper chord steel beam (8).

2. The construction method for super high-rise, large-span truss steel structures according to claim 1, characterized in that, The number of the truss inclined beams (10) is multiple, which are connected between the lower chord steel beam (3) and the upper chord steel beam (8) of the truss, and the inclination directions of adjacent truss inclined beams (10) are different.

3. The construction method for super high-rise, large-span truss steel structures according to claim 2, characterized in that, A strain sensor (11) is disposed above the truss inclined beam (10) to detect the stress on the truss inclined beam (10).

4. The construction method for super high-rise, large-span truss steel structures according to claim 3, characterized in that, The strain sensors (11) are multiple in number and are attached to the middle position of the truss inclined beam (10). The strain sensors (11) are arranged on each plane of the truss inclined beam (10).

5. The construction method for super high-rise, large-span truss steel structures according to claim 1, characterized in that, The end of the temporary support column (7) is provided with a connecting steel plate (9), one end of which is welded to the end of the temporary support column (7), and the other end is fixed to the temporary support column (7) by ball joint.

6. The construction method for super high-rise, large-span truss steel structures according to claim 2, characterized in that, The truss inclined beam (10) is provided with a plurality of ear plates (12), and an adjustable strut (20) is provided between the truss inclined beam (10) and the upper chord steel beam (8) of the truss. One end of the adjustable strut (20) is connected to the ear plate (12) of the truss inclined beam (10).

7. The construction method for super high-rise, large-span truss steel structures according to claim 6, characterized in that, The adjustable strut (20) is equipped with a spring, which is built into the interior of the adjustable strut (20) and is arranged along the length of the adjustable strut (20).

8. The construction method for super high-rise, large-span truss steel structures according to claim 7, characterized in that, The number of adjustable struts (20) is multiple, and at least one adjustable strut (20) is configured between the end section (81) of the upper chord steel beam of the truss and the end section (31) of the lower chord steel beam of the truss, and at least two adjustable struts (20) are configured between the middle section (32) of the lower chord steel beam of the truss and the middle section (82) of the upper chord steel beam of the truss.

9. The construction method for super high-rise, large-span truss steel structures according to claim 8, characterized in that, The strength of the spring built into the adjustable strut (20) between the middle section (32) of the lower chord steel beam and the middle section (82) of the upper chord steel beam is greater than the strength of the spring built into the adjustable strut (20) between the end section (81) of the upper chord steel beam and the end section (31) of the lower chord steel beam.

10. The construction method for super high-rise, large-span truss steel structures according to claim 8, characterized in that, The adjustable struts (20) are symmetrically arranged along the center line of the adjacent vertical steel columns (2).

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