A construction method for prefabricated domes

Abstract

A construction method for a prefabricated dome includes the following steps: S1. Using 3D simulation software to simulate and analyze the entire construction process and formulate construction techniques; S2. Using Rhino modeling for detailed modeling, and extracting the location information of key points, including the coordinates of the key points and the angles between adjacent key points; S3. The prefabricated dome is installed using a combination of unit-based and segmented installation methods, including column installation, arch shell installation, flat shell installation, and frame removal. Each component is segmented according to the detailed drawings and numbered before processing; S4. Column installation is carried out by assembling the corresponding components in sections at the factory, followed by on-site hoisting and assembly, which achieves high-altitude hoisting and assembly efficiency and reduces construction risks.

Description

Technical Field

[0001] This application relates to the technical field of dome construction, and more specifically, to a method for constructing a prefabricated dome. Background Technology

[0002] For domes, the current construction method is to assemble them in sections on the ground and then hoist them into place. When hoisting and assembling them at high altitudes, a support frame needs to be set up for support, which makes the construction difficult and poses significant construction risks during high-altitude operations.

[0003] Its bundle pillars are particularly prominent, and the structural diagram of the bundle pillars is as follows: Figure 1 As shown, it is an irregularly shaped spatial structure, tall and heavy. Currently, it is assembled by dividing it into upper and lower sections, and then assembling it into multiple segments within each section after hoisting. The assembly of the bottom layer is relatively easy because it is supported by the ground and has good stability. However, the difficulty of assembling from the second layer of the bundled column section is as follows: 1. It is a high-altitude operation, which is difficult to construct; 2. During hoisting, due to the insufficient rigidity of the wire rope and the large weight and inertia of the component, the crawler crane cannot hoist it into place in one go and fine-tuning is required, which is difficult to do with a crawler crane; 3. Since the bottom is the first bundled column section that has just been welded, its load-bearing capacity is limited. Therefore, the lack of stable support at the bottom further increases the difficulty of fine-tuning.

[0004] Therefore, those skilled in the art need to improve existing construction methods. Summary of the Invention

[0005] The main purpose of this application is to provide a construction method for prefabricated domes, which improves the efficiency of high-altitude hoisting and assembly and reduces construction risks.

[0006] To achieve the above objectives, firstly, this application provides a construction method for a prefabricated dome, comprising the following steps:

[0007] S1. Use three-dimensional simulation software to simulate and analyze the entire construction process and formulate construction techniques.

[0008] S2. Rhino modeling is used to perform in-depth modeling, and the location information of key points is extracted. The location information includes the coordinates of the key points and the angles between adjacent key points.

[0009] S3. The prefabricated dome is installed using a combination of unit-type and segmented installation methods, which includes the installation of bundled columns, arch shells, flat shells, and the removal of the jig. Each component is segmented according to the detailed drawings and numbered before processing.

[0010] S4. The installation of the beam supports involves assembling the corresponding components in sections at the factory, followed by on-site hoisting and assembly. This includes the installation of the first beam support section at the bottom, the second beam support section in the middle, and the third beam support section at the top. The first beam support section is hoisted in three sections sequentially and temporarily secured with guy ropes. After hoisting, adjacent sections are fixed by welding additional members. During welding, staggered welding is performed along the vertical direction. After the first beam support section is assembled and welded, a support frame is set up, and a fine-tuning component is installed on top of the support frame. A fixing clamping component is also installed on the fine-tuning component. Reflectors and temporary fixing components are installed at key points of the first beam support section. Reflectors are also installed at key points of the corresponding second beam support section. The second beam support section is hoisted in four sections sequentially. During hoisting, the lower part of the assembly unit of the second beam support section is hoisted to the first beam support section. At key points, the corresponding welding connections are mounted on temporary fixing components. The second section of the bundle column unit is clamped by the fixing clamping components using the fine-tuning components. The angle between the reflectors of the first and second sections of the bundle column is monitored using a total station. By comparing with the design angle, the upper part of the assembly unit of the second section of the bundle column is adjusted by adjusting the fine-tuning components. After the adjustment is completed, the lower part of the assembly unit of the second section of the bundle column is completely inserted into the temporary fixing components and welded and fixed using the fine-tuning components. Then, the upper part of the assembly unit of the second section of the bundle column is welded and fixed to the top of the support frame. After all four sections of the second section of the bundle column are hoisted and fixed, the assembly units of adjacent sections of the second section of the bundle column are welded using the supplementary rods. During welding, staggered welding is performed along the vertical direction. The same method is used to complete the hoisting and welding of all five sections of the third section of the bundle column.

[0011] S5. Install the arch. After the arch is completed, install the arch shell. The arch shell is assembled in 6 sections. Each section of the arch shell is embedded into the ring beam of the installed arch and the bundled columns. During the process, a total station is used for tracking and measurement. After fine adjustment and positioning, it is fixed with clamp plates.

[0012] S6. Install the flat shell, which is assembled in 16 sections. One end of the flat shell unit is welded and fixed to the temporary support, and the other section is fixed in the form of a temporary clamp plate. The entire process is tracked and measured by a total station.

[0013] S7. Remove the support frame.

[0014] A further improvement is that the support frame includes a main support member and a conversion beam fixedly installed at the lower part of the main support member. An embedded part is provided at the lower part of the conversion beam. The embedded part is connected and fixed by a D=14mm steel bar using a rebar anchoring method. Hot-rolled H-beams are arranged at the top of the main support member as its force transmission beam and load distribution beam. The force transmission beam is made of HW200×200 hot-rolled H-beams.

[0015] A further improvement is that the fine-tuning component includes a mounting bracket detachably connected to the force transmission beam, a first connecting bracket horizontally slidably disposed on the mounting bracket, a second connecting bracket horizontally slidably disposed on the first connecting bracket, and a mounting plate vertically rotatably disposed on the second connecting bracket. The sliding directions of the first connecting bracket and the second connecting bracket are perpendicular to each other, and the fixing clamping component is disposed on the mounting plate.

[0016] A further improvement is that the fixing clamping assembly includes a first clamping plate, a second clamping plate, and a hydraulic cylinder for driving the first clamping plate and the second clamping plate to slide relative to each other.

[0017] A further improvement is that the temporary fixing component includes fixing plates welded to three sides of the key point, the key point being a drum-shaped node of the bundle post.

[0018] A further improvement is that the staggered welding described in step S4 includes first numbering the weld joints, then welding using FCAW-CO2, and after all data have been checked and approved before welding, welding is carried out in a staggered manner from the middle to both ends, with an interpass temperature of 100-250℃.

[0019] A further improvement is that after welding, the material is allowed to cool slowly for 24 hours before undergoing non-destructive testing. Only after passing the test can the next construction process be carried out.

[0020] Further improvements include the use of crawler cranes during hoisting, with the wire rope angle controlled between 45-60°. The upper two hoisting points use a single continuous rope, while the lower two hoisting points each use a single wire rope with a 5t chain hoist.

[0021] A further improvement is that the dismantling of the support frame includes the dismantling of the flat shell temporary support frame, the dismantling of the second section of the support frame for the bundled column, the dismantling of the arch shell support frame, and the dismantling of the third section of the support frame for the bundled column. The dismantling method includes configuring multiple gas cutters to cut the frame, with a cutting amount of 10mm per cut.

[0022] The present invention provides a construction method for a prefabricated dome. Compared with the prior art, its advantages are as follows: a fine-adjustment mechanism and a fixing clamping component are set on the top of the supporting frame. During hoisting and assembly, only the second section of the tie column needs to be erected in the area of ​​the temporary fixing component. Thus, the tie column below does not need to bear the weight and only serves as a positioning function. The weight of the tie column unit is still borne by the crawler crane. Then, it is clamped by the fixing clamping component on the fine-adjustment component. Then, the angle between the two reflectors is monitored by a total station and compared with the design angle in the design drawings. This controls the adjustment of the angle between the two to tend to the design angle through the fine-adjustment mechanism. This avoids adjusting the component position through the crawler crane. Adjusting the component position through the fine-adjustment mechanism improves the efficiency of high-altitude operations and reduces construction risks. Attached Figure Description

[0023] Figure 1 This is a schematic diagram of a bundle pillar;

[0024] Figure 2 This is a schematic diagram of the beam post installation.

[0025] Figure 3 Schematic diagram for supporting the tire frame;

[0026] Figure 4 A schematic diagram of a temporary fixing component for key points.

[0027] The components include: 1. Support frame; 2. Mounting frame; 3. First connecting frame; 4. Second connecting frame; 5. Mounting plate; 6. Hydraulic cylinder; 7. Temporary fixing components; 8. Key points. Detailed Implementation

[0028] To enable those skilled in the art to better understand the present application, the technical solutions in the embodiments of the present application will be clearly and completely described below in conjunction with the embodiments of the present application. Obviously, the described embodiments are only some embodiments of the present application, and not all embodiments. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative effort should fall within the scope of protection of the present application.

[0029] It should be noted that the terms "first," "second," etc., used in the specification and claims of this application are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be used interchangeably where appropriate for the embodiments of this application described herein. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover non-exclusive inclusion; for example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0030] Furthermore, in addition to indicating location or positional relationship, some of the aforementioned terms may also have other meanings. For example, the term "above" may also be used in some cases to indicate a certain dependency or connection relationship. Those skilled in the art can understand the specific meaning of these terms in this application based on the specific circumstances.

[0031] In addition, the term "multiple" should mean two or more.

[0032] It should be noted that, unless otherwise specified, the embodiments and features described in this application can be combined with each other. The present application will now be described in detail with reference to the embodiments.

[0033] like Figure 2 As shown, a construction method for a prefabricated dome includes the following steps:

[0034] S1. Use three-dimensional simulation software to simulate and analyze the entire construction process and formulate construction techniques.

[0035] S2. Rhino modeling is used to perform in-depth modeling, and the position information of key point 8 is extracted. The position information includes the coordinates of key point 8 and the angle between adjacent key points 8.

[0036] S3. The prefabricated dome is installed using a combination of unit-type and segmented installation methods, which includes the installation of bundled columns, arch shells, flat shells, and the removal of the jig. Each component is segmented according to the detailed drawings and numbered before processing.

[0037] S4. The installation of the beam support column adopts a method of assembling the corresponding components in sections at the factory, followed by on-site hoisting and assembly. This includes the installation of the first beam support column at the bottom, the second beam support column in the middle, and the third beam support column at the top. The first beam support column is hoisted in three sections sequentially and temporarily fixed with guy ropes. After hoisting, adjacent sections are fixed by welding with additional rods. During welding, staggered welding is performed along the vertical direction. After the first beam support column is assembled and welded, a support frame 1 is set up, and a fine-tuning component is set on the top of the support frame 1. At the same time, a fixing clamping component is set on the fine-tuning component. A reflector and a temporary fixing component 7 are set at the key point 8 of the first beam support column. A reflector is also set at the corresponding key point 8 of the second beam support column. The second beam support column is hoisted in four sections sequentially. During hoisting, the lower part of the assembly unit of the second beam support column is hoisted to the first beam support column. At the eight key points, the corresponding welding connections are mounted on the temporary fixing assembly 7. The second section of the beam column unit is clamped by the fixing clamp assembly using the fine-tuning assembly. The angle between the reflector of the first section of the beam column and the reflector of the second section of the beam column is monitored using a total station. By comparing with the design angle, the upper part of the assembly unit of the second section of the beam column is adjusted by adjusting the fine-tuning assembly. After the adjustment is completed, the lower part of the assembly unit of the second section of the beam column is completely inserted into the temporary fixing assembly 7 and welded and fixed using the fine-tuning assembly. Then, the upper part of the assembly unit of the second section of the beam column is welded and fixed to the top of the support frame 1. After all four sections of the second section of the beam column are hoisted and fixed, the assembly units of the adjacent second section of the beam column are welded using the supplementary rods. During welding, staggered welding is performed along the vertical direction. The five sections of the third section of the beam column are hoisted and welded and fixed in the same manner as the second section of the beam column.

[0038] S5. Install the arch. After the arch is completed, install the arch shell. The arch shell is assembled in 6 sections. Each section of the arch shell is embedded into the ring beam of the installed arch and the bundled columns. During the process, a total station is used for tracking and measurement. After fine adjustment and positioning, it is fixed with clamp plates.

[0039] S6. Install the flat shell, which is assembled in 16 sections. One end of the flat shell unit is welded and fixed to the temporary support, and the other section is fixed in the form of a temporary clamp plate. The entire process is tracked and measured by a total station.

[0040] S7, Remove support frame 1.

[0041] A further improvement is that the support frame 1 includes a main support member and a conversion beam fixedly installed at the lower part of the main support member. An embedded part is provided at the lower part of the conversion beam. The embedded part is connected and fixed by a D=14mm steel bar using a rebar anchoring method. Hot-rolled H-beams are arranged at the top of the main support member as its force transmission beam and load distribution beam. The force transmission beam is made of HW200×200 hot-rolled H-beams.

[0042] like Figure 3 As shown, a further improvement is that the fine-tuning component includes a mounting bracket 2 detachably connected to the force transmission beam, a first connecting bracket 3 horizontally slidably disposed on the mounting bracket 2, a second connecting bracket 4 horizontally slidably disposed on the first connecting bracket 3, and a mounting plate 5 vertically rotatably disposed on the second connecting bracket 4. The sliding directions of the first connecting bracket 3 and the second connecting bracket 4 are perpendicular, and the fixing clamping component is disposed on the mounting plate 5.

[0043] Preferably, the fixing clamping assembly includes a first clamping plate, a second clamping plate, and a hydraulic cylinder 6 for driving the first clamping plate and the second clamping plate to slide relative to each other.

[0044] like Figure 4 As shown, preferably, the temporary fixing component 7 includes fixing plates welded to three sides of the key point 8, and the key point 8 is a drum-shaped node of the bundle column.

[0045] To ensure welding quality, the staggered welding described in step S4 includes first numbering the weld joints, then welding using FCAW-CO2, and welding from the middle outwards after all data has been checked and approved before welding, with the interpass temperature being 100-250℃.

[0046] To ensure the stability of the overall structure, non-destructive testing is performed 24 hours after welding and only proceeds to the next construction step after the test is passed.

[0047] For safety during hoisting operations, a crawler crane is used, with the wire rope angle controlled between 45-60°. The upper two hoisting points use a single continuous rope, while the lower two hoisting points each use a single wire rope with a 5t chain hoist.

[0048] To ensure the stability of the overall structure and avoid uneven stress caused by excessive cutting, the dismantling of the support frame 1 includes the dismantling of the flat shell temporary frame, the dismantling of the second section of the support frame 1 for the bundled column, the dismantling of the arch shell support frame 1, and the dismantling of the third section of the support frame 1 for the bundled column. The dismantling method includes using multiple gas cutters to cut, with a cutting amount of 10mm per cut.

[0049] The above description is merely a preferred embodiment of this application and is not intended to limit this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the protection scope of this application.

Claims

1. A construction method for a prefabricated dome, characterized in that, Includes the following steps: S1. Use three-dimensional simulation software to simulate and analyze the entire construction process and formulate construction techniques. S2. Rhino modeling is used to perform in-depth modeling, and the location information of key points is extracted. The location information includes the coordinates of the key points and the angles between adjacent key points. S3. The prefabricated dome is installed using a combination of unit-type and segmented installation methods, which includes the installation of bundled columns, arch shells, flat shells, and the removal of the jig. Each component is segmented according to the detailed drawings and numbered before processing. S4. The installation of the tie column adopts a method of assembling the corresponding components in sections at the factory, followed by on-site hoisting and assembly. This includes the installation of the first tie column section at the bottom, the second tie column section in the middle, and the third tie column section at the top. The first tie column section is hoisted in three sections sequentially and temporarily secured with guy ropes. After hoisting, adjacent sections are fixed by welding additional members. During welding, staggered welding is performed along the vertical direction. After the first tie column section is assembled and welded, a support frame is set up, and a fine-tuning component is installed on the top of the support frame. At the same time, a fixing clamping component is installed on the fine-tuning component. Meanwhile, the key components of the first tie column section... Reflectors and temporary fixing components are installed at key points of the corresponding second-section beam. The second-section beam is hoisted in four sections sequentially. During hoisting, the lower part of the assembly unit of the second-section beam is hoisted to the key point of the first-section beam, and its corresponding welded connection is placed on the temporary fixing components. The second-section beam unit is clamped by the fixing clamping components using the fine-tuning components. The angle between the reflectors of the first-section beam and the second-section beam is monitored using a total station. By comparing with the design angle, the upper part of the assembly unit of the second-section beam is adjusted by adjusting the fine-tuning components. After adjustment, the second-section beam is then hoisted by adjusting the fine-tuning components. The lower part of the assembly unit of the first beam is fully inserted into the temporary fixing component and welded in place. Then, the upper part of the assembly unit of the second beam is welded in place to the top of the support frame. After all four sections of the second beam are hoisted and fixed, the assembly units of adjacent second beam sections are welded together using supplementary members. During welding, staggered welding is performed along the vertical direction. The same method is used to complete the hoisting and welding of all five sections of the third beam. The support frame includes a main support member and a transfer beam fixedly installed at the lower part of the main support member. Hot-rolled H-beams are arranged on the top of the main support member as its force transmission beam and load-bearing beam. The adjustment assembly includes a mounting bracket detachably connected to the force transmission beam, a first connecting bracket horizontally slidably disposed on the mounting bracket, a second connecting bracket horizontally slidably disposed on the first connecting bracket, and a mounting plate vertically rotatably disposed on the second connecting bracket. The sliding directions of the first connecting bracket and the second connecting bracket are perpendicular. The fixing clamping assembly is disposed on the mounting plate. The fixing clamping assembly includes a first clamping plate, a second clamping plate, and a hydraulic cylinder for driving the first clamping plate and the second clamping plate to slide relative to each other. The temporary fixing assembly includes fixing plates welded to three sides of the key point, and the key point is the drum-shaped node of the bundle column. S5. Install the arch. After the arch is completed, install the arch shell. The arch shell is assembled in 6 sections. Each section of the arch shell is embedded into the ring beam of the installed arch and the bundled columns. During the process, a total station is used for tracking and measurement. After fine adjustment and positioning, it is fixed with clamp plates. S6. Install the flat shell, which is assembled in 16 sections. One end of the flat shell unit is welded and fixed to the temporary support, and the other section is fixed in the form of a temporary clamp plate. The entire process is tracked and measured by a total station. S7. Remove the support frame.

2. The construction method for a prefabricated dome as described in claim 1, characterized in that: The lower part of the transfer beam is equipped with an embedded part, which is connected and fixed by a D=14mm steel bar using a rebar anchoring method. The force transmission beam is made of HW200×200 hot-rolled H-beam.

3. The construction method for a prefabricated dome as described in claim 1, characterized in that: The staggered welding described in step S4 includes first numbering the weld joints, then welding using FCAW-CO2, and welding from the middle outwards after all data has been checked and approved before welding, with the interpass temperature being 100-250℃.

4. The construction method of a prefabricated dome as described in claim 3, characterized in that: After welding, the material is allowed to cool slowly for 24 hours before undergoing non-destructive testing. Only after passing the test can the next construction process be carried out.

5. The construction method of a prefabricated dome as described in claim 1, characterized in that: During hoisting, a crawler crane is used, with the wire rope angle controlled between 45-60°. The upper two hoisting points are hoisted using a single continuous rope, while the lower two hoisting points are each equipped with a single wire rope and a 5t chain hoist.

6. The construction method of a prefabricated dome as described in claim 1, characterized in that: The dismantling of the support frame includes, in sequence, the dismantling of the flat shell temporary support frame, the dismantling of the second section of the support frame for the bundled column, the dismantling of the arch shell support frame, and the dismantling of the third section of the support frame for the bundled column. The dismantling method includes using multiple gas cutters to cut the frame, with each cut being 10mm.

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