Micro-deformation hole body structure under super large wind pressure and construction method

Abstract

The application discloses a kind of micro-deformation hole body structures and construction methods under super large wind pressure, and the contraction section of the backflow type hole body air outlet end is a special-shaped structure, including concrete column wall and roof cover.Roof cover has hoisting block and steel net rack, and concrete column wall is vertically arranged and has variable cross section and variable thickness.The lower steel grid is hung on the net rack lower chord ball node by two-force suspender, and the two ends of the hoisting plate system are connected to the reinforced concrete wall by damper, forming a load separation structure.The steel net rack is lifted by lifting frame and connected to the hoisting component, and then the top concrete of the net rack is poured, the connection node is adjusted according to the deformation result to control the template precision, and then the lower concrete is poured.After the roof cover is poured, it forms a closed body with the concrete column wall, which has strong air tightness.The load separation structure formed between the steel net rack and the hoisting plate system can effectively release horizontal load and achieve load separation, thereby achieving high-precision micro-deformation.

Description

Technical Field

[0001] This invention relates to the field of wind tunnel technology, specifically to a tunnel structure and construction method for micro-deformation under ultra-high wind pressure. Background Technology

[0002] Wind tunnels, as experimental facilities that use artificially generated and controlled airflow to simulate the distribution and movement of airflow around aircraft or other objects, play a crucial role in the aerospace field. They are key ground-based simulation equipment for analyzing the aerodynamic characteristics of aerospace vehicles and indispensable experimental tools in the aircraft development process. With over 100 years of history since their inception, all modern aircraft undergo wind tunnel testing.

[0003] Countries worldwide highly value the construction and development of wind tunnels. NASA's Ames Research Center wind tunnel, located in Silicon Valley, California, simulates supersonic and hypersonic flight environments and is a key US aerospace research center. The German Aerospace Center (DLR) wind tunnel, established in 1967, can simulate various flight and ground vehicle driving environments. The Korea Aerospace Research Institute (KARI) wind tunnel, located in Daejeon, is also a significant wind tunnel facility. The Central Aerodynamics Institute of Russia possesses numerous subsonic, transonic, and supersonic wind tunnels, comparable to the US in scale and sophistication. The French Aerospace Center (FARC) wind tunnel, established in 1942, has undergone a complex historical transformation. The UK Aerodynamics Institute (UK) wind tunnels provide leading services in multiple fields. Since 1965, my country has successively established high-speed, ultra-high-speed, and low-speed aerodynamic research institutions in Sichuan and other regions, constructing dozens of high-quality wind tunnels, the largest in Asia, making significant contributions to my country's aerospace industry.

[0004] Despite significant progress in wind tunnel technology worldwide, the construction of large wind tunnels still faces numerous challenges.

[0005] Meanwhile, the ambient temperature at the project site ranges from approximately -3 to 35°C, with the internal airflow temperature significantly exceeding the ambient temperature during operation. The wind tunnel withstands an external wind pressure of 0.35 kN / m², resulting in a much higher internal airflow pressure differential than the external ambient wind pressure. Vibration and noise issues caused by internal pulsating wind pressure and high-powered fans are also prominent, and the deformation requirements for the contraction section are far higher than 1 / 250th of those for ordinary large-span spatial structures. The tunnel's circuitry primarily withstands four forces: alternating airflow temperature, external ambient temperature, internal airflow pressure, and earthquakes. These unique conditions and requirements necessitate a comprehensive consideration of multiple factors in the design and construction of large wind tunnels, placing higher demands on structural design.

[0006] Due to the limited number of large-scale wind tunnel cases both domestically and internationally, there is limited experience to draw upon. The characteristics of large wind tunnels—such as their extreme length, open space, large span, and irregular shape—mean that they are subjected to a variety of loads and actions, posing significant challenges to their design. Existing structural forms are insufficient to meet the technological requirements of large wind tunnels in terms of high precision, low vibration and noise, and good airtightness, while also lacking in feasibility and economic efficiency. Therefore, there is an urgent need to propose a new and reasonable structural form to meet the specific needs of large wind tunnels. Summary of the Invention

[0007] The purpose of this invention is to provide a micro-deformation tunnel structure and construction method under ultra-high wind pressure. By releasing the horizontal load between the roof and the concrete columns and walls, the connection between the elements is broken, forming a force-separated structure, which achieves high-precision micro-deformation. Furthermore, this invention provides a construction method for simultaneously hoisting the reinforcing steel bars, formwork, and space frame, thereby effectively controlling the accuracy of the internal surface and meeting the process requirements of large wind tunnels in terms of high precision, low vibration and noise, and good airtightness.

[0008] This invention is achieved through the following technical solution:

[0009] A micro-deformation tunnel structure under ultra-high wind pressure includes a recirculation tunnel, wherein the air outlet of the recirculation tunnel is a contraction section, and the contraction section is an irregularly shaped structure with a gradually decreasing cross-section.

[0010] The contraction section includes a concrete column wall and a roof covering the upper part of the concrete column wall. The roof includes a hoisting section and a steel grid. The concrete column wall is vertically arranged and has a variable cross-section and thickness. The lower part of the steel grid is connected to a hanging plate system. The two ends of the hanging plate system are respectively movably connected to the concrete column wall through a vibration dual-control damper. The lower end of the hanging plate system is connected to the concrete formwork through a force-separable connection node.

[0011] The hoisting blocks are arranged in pairs and are slidably connected to the upper two sides of the concrete column wall by support members. Adjacent hoisting blocks on the same side are connected and fixed as a whole hoisting component by interlocking rods.

[0012] The steel grid frame is lifted as a whole between the hoisting components by the lifting frame. The two ends of the steel grid frame are connected to the adjacent hoisting components through the insert rods. After the roof is poured with concrete, the concrete column wall and the roof form a tightly sealed body with strong airtightness.

[0013] As a further technical solution for the cave structure, the steel space frame includes a first space frame area and a second space frame area;

[0014] After the second space frame area is lifted to a certain height above the ground by the lifting frame, the second space frame area and the first space frame area are connected into a whole by the interlocking rods.

[0015] As a further technical solution for the tunnel structure, the first space frame area includes a lower suspended steel beam and an upper space frame, wherein the upper space frame and the lower suspended steel beam are stacked on top of each other and welded together.

[0016] As a further technical solution for the tunnel structure, the lower parts of both the first and second space frame areas are connected to the concrete formwork through connection nodes;

[0017] The connection node includes a ball joint and a lower hanging column. The concrete formwork is divided into sections. The lower hanging column is located at the section position. One end of the lower hanging column is connected to the first space frame area and the second space frame area (63) through the ball joint. The other end of the lower hanging column is connected to the adjacent concrete formwork (64) through a sliding ring groove rivet, so that the spacing between the adjacent concrete formwork is adjustable.

[0018] As a further technical solution for the tunnel structure, the lower parts of both the first and second space frame areas are connected to the concrete formwork through the connection nodes;

[0019] The connection node includes a ball joint, a first connecting plate, a second connecting plate, and a third connecting plate. The upper end of the first connecting plate is fixed to the ball joint, the lower end of the second connecting plate is fixed to the upper side of the concrete formwork, and the two ends of the third connecting plate are respectively hinged to the first connecting plate and the second connecting plate.

[0020] The first connecting plate and the second connecting plate each include two parallel ear plates. Rivet pins are arranged laterally between the two parallel ear plates of the first connecting plate and between the two parallel ear plates of the second connecting plate. A bearing is coaxially sleeved on the rivet pin. The bearing is located between the two parallel ear plates. The upper and lower ends of the third connecting plate are respectively sleeved on the upper and lower bearings.

[0021] As a further technical solution for the tunnel structure, the outer ring of the support member is a fixed support, which is connected to the upper end of the concrete column wall, and the inner ring of the support member is a hinged support, which is connected to the hoisting section.

[0022] As a further technical solution for the cave structure, the lifting frames are arranged in pairs and fixed on both sides of the upper end of the concrete column wall, and the lifting frames on the same side are evenly distributed along the airflow direction.

[0023] The lifting frame includes a lifting cylinder, a lifting beam, a frame body, and steel cable.

[0024] One end of the frame is connected to the concrete column wall, and the other end carries the lifting cylinder through the lifting beam. The output end of the lifting cylinder is connected to the steel hinge rope, and the steel hinge rope is connected to the steel grid frame.

[0025] As a further technical solution for the tunnel structure, the lower part of the steel space frame is connected to temporary rods, and the ends of the temporary rods are provided with lower anchor points. When the steel hinge rope lifts the steel space frame through the temporary rods, the lower anchor points abut against the side wall of the concrete column wall.

[0026] A construction method for a micro-deformation tunnel structure under extremely high wind pressure, employing one of the aforementioned technical solutions for a micro-deformation tunnel structure under extremely high wind pressure, comprises the following construction steps:

[0027] S1. Pour concrete columns and walls to complete the civil engineering structure construction;

[0028] S2. The hoisting blocks are gradually hoisted to the upper sides of the cast concrete column wall using a hoisting device. The hoisting blocks on both sides are on the same straight line. Then, the hoisting blocks are installed one by one on the upper side of the concrete column wall along the airflow direction. The hoisting blocks on the same side are connected and fixed into a whole hoisting component by inserting rods.

[0029] S3. Set up lifting frames on both sides of the upper end of the concrete column wall, then assemble the steel grid frame to be lifted on the ground, and then lift the steel grid frame to the design position through the lifting frames, and insert the inserting rods between it and the hoisting components, remove the temporary supports, and complete the installation of the roof grid frame;

[0030] S4. First, pour the top concrete of the space frame. Based on the deformation results, adjust the connection nodes to control the concrete formwork and the forming accuracy of the fair-faced concrete formwork before pouring the bottom concrete of the space frame. Finally, the tunnel construction is completed.

[0031] In step S3, the steel space frame is assembled on the ground into a first space frame area and a second space frame area. First, the second space frame area is lifted to the design position by a lifting frame, and the fitting rods between it and the first space frame area are inserted to connect the first space frame area and the second space frame area into a whole. Then, the first space frame area and the second space frame area that have formed a whole are lifted to the final design position by a lifting frame again, and the fitting rods between them and the hoisting components are inserted.

[0032] After the lifting frame lifts the first and second space frame areas, which form an integral whole, to the point where they are detached from the jig, the concrete formwork is connected to the lower steel beams of the first and second space frame areas. After installation, the lifting continues to the final design position.

[0033] The deviation between the roof's profile coordinates and the theoretical profile coordinates shall not exceed 0.2%H, where H is the local height. The entire profile should have a smooth transition without steps.

[0034] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0035] 1. This invention effectively releases horizontal loads and achieves force separation by forming a force-separating structure between the steel space frame and the hanging plate system, thereby achieving a high-precision micro-deformation effect.

[0036] 2. This invention is applicable to ultra-large-scale cave spaces, capable of withstanding high internal wind pressure to form a complete and airtight sealed body, and can withstand various loads and effects such as internal airflow temperature changes, external ultra-high wind pressure, and earthquakes.

[0037] 3. The vertically arranged variable cross-section and variable thickness reinforced concrete column wall of the present invention provides good vertical support and stability for the structure, and further improves the seismic and vibration resistance of the structure.

[0038] 4. The present invention also provides a construction method for simultaneously hoisting the reinforcing steel bars, formwork and space frame of the suspended slab, thereby effectively controlling the accuracy of the internal surface and meeting the process requirements of large wind tunnels in terms of high precision, low vibration and noise and good airtightness. Attached Figure Description

[0039] The accompanying drawings, which are included to provide a further understanding of embodiments of the invention and form part of this application, do not constitute a limitation thereof. In the drawings:

[0040] Figure 1 This is a schematic diagram of the stable contraction section of the wind tunnel of the present invention;

[0041] Figure 2 This is a simplified structural diagram of the cross-section of the stable contraction section of the wind tunnel of the present invention;

[0042] Figure 3 This is a diagram showing the roof zoning layout of the stable contraction section of the wind tunnel of the present invention;

[0043] Figure 4 A diagram showing the sectional layout for the hoisting of the stabilizing contraction section tunnel.

[0044] Figure 5 A simulation diagram of the hoisting process, showing the hoisting segments.

[0045] Figure 6 Layout diagram of the lifting frame for stabilizing the contraction section of the tunnel;

[0046] Figure 7 A schematic diagram illustrating the lifting of the upper part of the tunnel section to stabilize the contraction section;

[0047] Figure 8A schematic diagram illustrating the lifting of the middle section of the tunnel to stabilize the contraction zone;

[0048] Figure 9 A schematic diagram illustrating the lifting of the lower part of the tunnel section to stabilize the contraction section;

[0049] Figure 10 Layout diagram of the insert rods on the stabilizing contraction section of the tunnel;

[0050] Figure 11 Schematic diagram of civil engineering construction for stabilizing the contraction section tunnel;

[0051] Figure 12 This is a schematic diagram of the segmented hoisting construction.

[0052] Figure 13 A schematic diagram of the construction process for hoisting adjacent sections;

[0053] Figure 14 A construction diagram showing the insertion of support members between adjacent hoisting sections;

[0054] Figure 15 A schematic diagram showing the completion of the upper space frame construction for the stabilizing contraction section of the tunnel;

[0055] Figure 16 This is a construction diagram of the lifting frame;

[0056] Figure 17 A construction diagram for assembling the lower suspended steel beams of the first space frame area;

[0057] Figure 18 A construction diagram for assembling the upper steel space frame of the lower suspended steel beam;

[0058] Figure 19 A construction diagram of the area for assembling the second space frame;

[0059] Figure 20 This is a schematic diagram of the first lifting operation in the second space frame area;

[0060] Figure 21 A construction diagram showing the insertion of members between the first and second space frame areas;

[0061] Figure 22 A schematic diagram showing the completion of the installation, welding, and inspection of the insert members in the first and second space frame areas;

[0062] Figure 23 A construction diagram illustrating the overall lifting of the steel space frame away from the support frame;

[0063] Figure 24 A construction diagram showing the installation of concrete formwork and reinforcing bars at the bottom of a steel space frame;

[0064] Figure 25A structural schematic diagram of the connection node between the concrete formwork and the steel space frame;

[0065] Figure 26 This is a schematic diagram of another type of connection node between concrete formwork and steel space frame.

[0066] Figure 27 A construction diagram illustrating the overall lifting of the steel space frame into place;

[0067] Figure 28 This is a schematic diagram of the second lifting operation of the steel space frame.

[0068] Figure 29 A construction diagram for installing the filler rods between the lifting area and the hoisting area;

[0069] Figure 30 A construction diagram illustrating the completion of the insertion, installation, welding, and testing of the replacement rods;

[0070] Figure 31 A construction diagram showing the completed installation of the space frame for the stabilizing contraction section.

[0071] The attached diagram shows the markings and corresponding component names:

[0072] 1-Roof, 2-Concrete column wall, 3-Lifting area, 4-Hoisting area, 5-Hoisting section, 6-Steel space frame, 60-First space frame area, 61-Lower suspended steel beam, 62-Upper space frame, 63-Second space frame area, 64-Concrete formwork, 7-Lifting frame, 71-Lifting cylinder, 72-Lifting beam, 73-Frame body, 74-Steel hinge rope, 8-Temporary rod, 9-Lower anchor point, 10-Insertion rod, 11-Supporting component, 110-Vibration dual-control damper, 12-Spherical node, 12.1-First connecting plate, 12.2-Second connecting plate, 12.3-Second connecting plate, 12.4-Rivet pin, 12.5-Bearing, 13-Sliding ring groove rivet, 14-PTFE plate, 15-Lower suspended column. Detailed Implementation

[0073] To make the objectives, technical solutions, and advantages of the present invention clearer, the present invention will be further described in detail below with reference to the embodiments and accompanying drawings. The illustrative embodiments and descriptions of the present invention are only used to explain the present invention and are not intended to limit the present invention.

[0074] Example 1

[0075] This embodiment 1 provides a micro-deformation cave structure under extremely high wind pressure, such as Figures 1-10 As shown, it includes a recirculation tunnel, the air outlet of which is a converging section, used to uniformly accelerate the airflow to achieve the required flow velocity in the test section. Since it is necessary to ensure that the airflow is uniform, parallel and stable at the outlet, the flow cross section of the converging section is a gradually decreasing irregular structure.

[0076] Among them, such as Figures 1-9 As shown, the shrinkage section includes concrete column wall 2 and roof 1. The concrete column wall 2 is set vertically and has a variable cross-section and thickness. Its shape is a rectangular cross-section of 92m×32m, which shrinks along the curved surface to a rectangular cross-section of the target size. During construction, the middle part of the concrete column wall 2 is divided into the lifting area 3, and the two side walls of the concrete column wall 2 are divided into the hoisting area 4.

[0077] Meanwhile, the aforementioned roof 1 includes hoisting blocks 5 and steel grid 6. Both hoisting blocks 5 and steel grid 6 are first assembled in the lifting area 3. After assembly, they are hoisted to the hoisting area 4 by a hoisting device. The hoisting blocks 5 are arranged in pairs of 4 groups and are slidably connected to the upper sides of the concrete column wall 2 by support members 11. Adjacent hoisting blocks 5 on the same side are connected by interlocking rods 10 to form hoisting components. In this embodiment, the outer ring of the support member 11 is a fixed support, which is connected to the upper end of the concrete column wall 2. The inner ring of the support member 11 is a hinged support, which is hinged to the hoisting blocks 5. In some embodiments, vibration dual-control dampers can also be set at the edge of the roof 1, so that the structure can absorb and dissipate energy through the synergistic effect of the vibration dual-control damper 110 and the support member 11, thus protecting the safety of the cave structure and internal equipment.

[0078] like Figure 10 and Figure 25As shown, the two ends of the steel space frame 6 are connected to the adjacent hoisting components through the inserting rods 10. In order to effectively control the accuracy of the internal surface during construction, the steel space frame 6 includes a first space frame area 60 and a second space frame area 63. The first space frame area includes a lower suspended steel beam 61 and an upper space frame 62. After the upper space frame 62 and the lower suspended steel beam 61 are stacked and welded and fixed in the lifting area 3, the second steel space frame 63 is assembled. After the second space frame area 63 is assembled, it is lifted to a certain height above the ground by the lifting frame 7. The second space frame area 63 and the first space frame area 60 are connected into a whole by the inserting rods 10. The lower suspended steel beams of the first space frame area 60 and the second space frame area 63 are connected to the concrete formwork 64 through the connecting nodes. Then the lifting frame 7 lifts the steel space frame 6 again between the hoisting components, completing the assembly between the steel space frame 6 and the hoisting components. After the roof 1 is poured with concrete, the concrete column wall 2 and the roof Cover 1 forms a tightly sealed, airtight structure. Here, in order to effectively release horizontal loads and control deformation within a very small range to meet high precision requirements, the connection nodes include ball joints 12 and lower hanging columns 15. Ball joints 12 are fixedly connected to the first space frame area 60 and the second space frame area 63 through space frame web members. Multiple concrete formworks 64 are set with joints. The lower hanging columns 14 are located at the joints, and one end of the lower hanging column 14 is connected to the first space frame area 60 and the second space frame area 63 through ball joints 12. The other end of the lower hanging column 14 is connected to the adjacent concrete formworks 64 through sliding ring groove rivets 13 and polytetrafluoroethylene plates 14, so that the spacing between adjacent concrete formworks 64 is adjustable. When the building undergoes horizontal displacement under conditions such as earthquakes or wind vibrations, the sliding ring groove rivets 13 and polytetrafluoroethylene plates 14 can cause relative sliding between the contacting components, thereby reducing the constraint of friction on the structure.

[0079] In this embodiment, as Figure 6 and Figure 7 As shown, the aforementioned lifting frames 7 are arranged in pairs and fixed on both sides of the upper end of the concrete column wall 2, and the lifting frames 7 on the same side are evenly distributed along the airflow direction. The lifting frame 7 includes a lifting cylinder 71, a lifting beam 72, a frame body 73, and a steel hinge rope 74. One end of the frame body 73 is connected to the concrete column wall 2, and the other end carries the lifting cylinder 71 through the lifting beam 72. The output end of the lifting cylinder 71 is connected to the steel hinge rope 74, and the steel hinge rope 74 is connected to the steel grid frame 6. At the same time, the lower part of the steel grid frame 6 is connected to a temporary member 8, and the end of the temporary member 8 is provided with a lower anchor point 9. When the steel hinge rope 74 lifts the steel grid frame 6 through the temporary member 8, the lower anchor point 9 abuts against the side wall of the concrete column wall 2, which can ensure that each construction link is closely connected and guarantee the construction quality of the tunnel structure.

[0080] Example 2

[0081] This embodiment 2 provides another micro-deformation tunnel structure under extremely high wind pressure, based on embodiment 1. The difference between this embodiment and embodiment 1 lies in the construction of the connection nodes. Please refer to [link / reference]. Figure 26 As shown, the lower parts of both the first space frame region 60 and the second space frame region 63 are connected to the concrete formwork 64 via connecting nodes. These connecting nodes include a ball joint 12, a first connecting plate 12.1, a second connecting plate 12.2, and a third connecting plate 12.3. The upper end of the first connecting plate 12.1 is fixed to the ball joint 12, the lower end of the second connecting plate 12.2 is fixed to the upper side of the concrete formwork 64, and both ends of the third connecting plate 12.3 are hinged to the first connecting plate 12.1 and the second connecting plate 12.2, respectively. Both the first connecting plate 12.1 and the second connecting plate 12.2 include two parallel ear plates. The two parallel ear plates of the first connecting plate 12.1 and the second connecting plate 12.2 are connected together. A rivet pin 12.4 is laterally arranged between the two parallel ear plates. A bearing 12.5 is coaxially sleeved on the rivet pin 12.4. The bearing 12.5 is located between the two parallel ear plates. The upper and lower ends of the third connecting plate 12.3 are respectively sleeved on the upper and lower bearings 12.5. In this embodiment, the third connecting plate 12.3 is hinged to the ball joint 12 on the upper part and to the concrete formwork 64 on the lower part to form a two-force bar structure, so that the hanging node has a certain rotation capacity in all directions. At the same time, it allows the hanging plate system and the steel grid 6 to move relatively flexibly, effectively releasing the horizontal load and meeting the process requirements of large wind tunnels in terms of high precision, low vibration and noise, and good airtightness.

[0082] Example 3

[0083] This embodiment 3 provides a construction method for a micro-deformation tunnel structure under extremely high wind pressure, which is based on embodiment 1 or embodiment 2. The specific steps are as follows:

[0084] S1. As Figure 11 As shown, the concrete column wall 2 is poured to complete the civil structure construction. The middle part of the concrete column wall 2 is divided into the lifting area 3, and the two side walls of the concrete column wall 2 are divided into the hoisting area 4.

[0085] S2. For example Figure 12 As shown, a pair of lifting blocks 5 are first hoisted to the hoisting areas 4 on both sides of the upper end of the concrete column wall 2 using a hoisting device. Each hoisting block 5 is connected to the concrete column wall 2 via a support member 11, and the two hoisting blocks 5 on both sides are on the same straight line. Then, along the airflow direction, the hoisting blocks 5 are hoisted again to the installation position at the upper end of the concrete column wall 2. Adjacent hoisting blocks 5 on the same side are connected by inserting rods 10. This step is repeated, as shown. Figures 13-15 As shown, hoisting blocks 5 are installed one by one on the upper end of the concrete column wall 2 along the airflow direction until the hoisting blocks 5 on the same side are connected and fixed into a whole hoisting component.

[0086] S3. For example Figure 17 As shown, lifting frames 7 are installed on both sides of the upper end of the concrete column wall 2. Then, the steel space frame 6 to be lifted is assembled on the ground into the first space frame area 60 and the second space frame area 63, wherein, as shown... Figure 17 and Figure 18 As shown, the first space frame area 60 includes a lower suspended steel beam 61 and an upper space frame 62. After the upper space frame 62 and the lower suspended steel beam 61 are stacked and welded together in the lifting area 3, as shown... Figure 19 As shown, the second steel space frame 63 is then assembled, and then the second space frame area 63 is lifted to the designed position by the lifting frame 7, and the inserting rods between it and the first space frame area 60 are inserted, as shown. Figure 20 As shown, the first space frame region 60 and the second space frame region 63 are connected as a whole, as follows: Figures 21-23 As shown, the first and second space frame areas 60 and 63, which form a whole, are lifted again by the lifting frame 7. Once the lifting frame 7 has lifted the first and second space frame areas 60 and 63 to the point of detachment from the jig, as... Figures 24-28 As shown, concrete formwork 64 is connected to the lower steel beams of the first space frame area 60 and the second space frame area 63. After installation, it is continued to be lifted to the final design position, as shown. Figures 29-31 As shown, insert the insert rods 10 between the roof and the hoisting components, remove the temporary supports, and complete the installation of the roof 1's space frame;

[0087] S4. When pouring concrete for the roof 1, the top of the space frame is poured first. Based on the deformation results, the spacing between the concrete formwork 64 is adjusted by the sliding ring groove rivets 13 to control the forming accuracy of the concrete formwork 64. Then the lower part of the space frame is poured. After the tunnel construction is completed, the deviation between the surface coordinates of the roof 1 and the theoretical surface coordinates shall not exceed ±0.2%H, where H is the local height. The entire surface should have a smooth transition without steps.

[0088] Specifically, after the concrete pouring at the top of the space frame is completed and deformation monitoring results are obtained, the critical stage of adjusting connection nodes and controlling formwork precision begins. This stage fully utilizes the force-separation structural characteristics formed between the steel space frame 6 and the hanging plate system. This structure can effectively release horizontal loads and achieve force separation, thus laying the foundation for achieving high-precision micro-deformation effects.

[0089] The connection nodes include components such as ball joint 12 and lower hanging column 15, and their adjustments are closely based on deformation monitoring results. When excessive deformation of the formwork in a certain area is detected, due to the existence of the stress-separated structure, the deformation can be reduced by appropriately shortening the length of the corresponding lower hanging column 15 to raise the formwork upward, without affecting the overall structural stability; or by adjusting the angle of the lower hanging column 15 to change the stress distribution of the concrete formwork, making it easier for the formwork to return to a state that meets the accuracy requirements under stress separation. Throughout the adjustment process, strictly adhering to the principles of symmetry and uniformity is crucial. This ensures that while releasing horizontal loads and achieving stress separation, the overall stress on the structure remains balanced, avoiding new problems caused by improper adjustments.

[0090] Meanwhile, high-precision measuring instruments such as total stations were used to measure the surface accuracy of the concrete formwork 64 in real time, and the deviation values ​​were carefully compared with the design requirements. Based on the deviation values, the formwork was fine-tuned by adjusting the position and angle of the connection nodes. Because the stress-separated structure effectively dispersed the stress influence during the adjustment process, the formwork could respond more precisely to the adjustment operations, ensuring that its surface accuracy fully met the design standards, i.e., the deviation from the theoretical surface coordinates was strictly controlled within ±0.2% H (H is the local height), and the entire surface had a smooth transition without steps. During the adjustment process, the deformation dynamics of the formwork were continuously and closely monitored to prevent over-adjustment. This method of adjusting connection nodes and controlling formwork accuracy based on the stress-separated structure effectively ensured high-precision micro-deformation control of the structure during construction, providing a solid guarantee for the high-quality construction of the entire tunnel structure.

[0091] The specific embodiments described above further illustrate the purpose, technical solution, and beneficial effects of the present invention. It should be understood that the above description is only a specific embodiment of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A micro-deformation cave structure under extremely high wind pressure, characterized in that, It includes a recirculation tunnel, wherein the air outlet of the recirculation tunnel is a contraction section, and the contraction section is an irregularly shaped structure with a gradually decreasing cross-section. The contraction section includes a concrete column wall (2) and a roof (1) covering the upper end of the concrete column wall (2). The roof (1) includes a hoisting section (5) and a steel grid (6). The concrete column wall (2) is vertically arranged and has a variable cross-section and variable thickness. The lower part of the steel grid (6) is connected to a hanging plate system. The two ends of the hanging plate system are respectively movably connected to the concrete column wall (2) through a vibration dual-control damper (110). The lower end of the hanging plate system is connected to the concrete formwork (64) through a force-separable connection node. Among them, the hoisting blocks (5) are arranged in pairs and are slidably connected to the upper two sides of the concrete column wall (2) through the support members (11). The adjacent hoisting blocks (5) on the same side are connected and fixed as a whole hoisting component through the interlocking rods (10). The steel grid frame (6) is lifted as a whole between the hoisting components by the lifting frame (7). The two ends of the steel grid frame (6) are connected to the adjacent hoisting components through the insert rods (10). After the roof (1) is poured with concrete, the concrete column wall (2) and the roof (1) form a tightly sealed and airtight enclosure.

2. The micro-deformation tunnel structure under ultra-high wind pressure according to claim 1, characterized in that, The steel space frame (6) includes a first space frame area (60) and a second space frame area (63); When the second space frame area (63) is lifted to a certain height above the ground by the lifting frame (7), the second space frame area (63) and the first space frame area (60) are connected as a whole by the insert rod (10).

3. The micro-deformation tunnel structure under ultra-high wind pressure according to claim 2, characterized in that, The first space frame area (60) includes a lower suspended steel beam (61) and an upper space frame (62), wherein the upper space frame (62) and the lower suspended steel beam (61) are stacked on top of each other and welded together.

4. The micro-deformation tunnel structure under ultra-high wind pressure according to claim 2, characterized in that, The lower parts of the first space frame area (60) and the second space frame area (63) are both connected to the concrete formwork (64) through the connection nodes; The connection node includes a ball joint (12) and a lower hanging column (15). The concrete formwork (64) is set with joints. The lower hanging column (14) is located at the joint position. One end of the lower hanging column (14) is connected to the first space frame area (60) and the second space frame area (63) through the ball joint (12). The other end of the lower hanging column (14) is connected to the adjacent concrete formwork (64) through a sliding ring groove rivet (13), so that the spacing between the adjacent concrete formwork (64) is adjustable.

5. The micro-deformation tunnel structure under ultra-high wind pressure according to claim 2, characterized in that, The lower parts of the first space frame area (60) and the second space frame area (63) are both connected to the concrete formwork (64) through the connection nodes; The connecting node includes a ball joint (12), a first connecting plate (12.1), a second connecting plate (12.2), and a third connecting plate (12.3). The upper end of the first connecting plate (12.1) is fixed to the ball joint (12), the lower end of the second connecting plate (12.2) is fixed to the upper side of the concrete formwork (64), and the two ends of the third connecting plate (12.3) are hinged to the first connecting plate (12.1) and the second connecting plate (12.2) respectively. The first connecting plate (12.1) and the second connecting plate (12.2) each include two parallel ear plates. Rivet pins (12.4) are arranged laterally between the two parallel ear plates of the first connecting plate (12.1) and between the two parallel ear plates of the second connecting plate (12.2). A bearing (12.5) is coaxially sleeved on the rivet pin (12.4). The bearing (12.5) is located between the two parallel ear plates. The upper and lower ends of the third connecting plate (12.3) are respectively sleeved on the upper and lower bearings (12.5).

6. The micro-deformation tunnel structure under ultra-high wind pressure according to claim 1, characterized in that, The outer ring of the support member (11) is a fixed support, which is connected to the upper end of the concrete column wall (2). The inner ring of the support member (11) is a hinged support, which is connected to the hoisting block (5).

7. The micro-deformation tunnel structure under ultra-high wind pressure according to claim 1, characterized in that, The lifting frames (7) are arranged in pairs and fixed on both sides of the upper end of the concrete column wall (2), and the lifting frames (7) located on the same side are evenly distributed along the airflow direction; The lifting frame (7) includes a lifting cylinder (71), a lifting beam (72), a frame body (73), and a steel hinge rope (74); One end of the frame (73) is connected to the concrete column wall (2), and the other end carries the lifting cylinder (71) through the lifting beam (72). The output end of the lifting cylinder (71) is connected to the steel hinge rope (74), and the steel hinge rope (74) is connected to the steel grid frame (6).

8. The micro-deformation tunnel structure under ultra-high wind pressure according to claim 7, characterized in that, The lower part of the steel grid (6) is connected to a temporary rod (8), and the end of the temporary rod (8) is provided with a lower anchor point (9). When the steel hinge rope (74) lifts the steel grid (6) through the temporary rod (8), the lower anchor point (9) abuts against the side wall of the concrete column wall (2).

9. A construction method for a micro-deformation tunnel structure under extremely high wind pressure, characterized in that, The construction steps of the micro-deformation tunnel structure under ultra-high wind pressure as described in any one of claims 1-8 are as follows: S1. Pour concrete columns and walls (2) to complete the civil engineering structure construction; S2. The hoisting blocks (5) are hoisted step by step to the upper sides of the cast concrete column wall (2) by the hoisting device. The hoisting blocks (5) on both sides are on the same straight line. Then, the hoisting blocks (5) are installed one by one on the upper end of the concrete column wall (2) along the airflow direction. The hoisting blocks (5) on the same side are connected and fixed into a whole hoisting component by the insert rod (10). S3. Set up lifting frames (7) on both sides of the upper end of the concrete column wall (2), then assemble the steel grid frame (6) to be lifted on the ground, and then lift the steel grid frame (6) to the design position through the lifting frame (7), and insert the insert rods (10) between it and the hoisting components, remove the temporary support, and complete the installation of the grid frame of the roof (1). S4. First, pour concrete at the top of the space frame. Based on the deformation results, adjust the connection nodes to control the forming accuracy of the concrete formwork (64) before pouring concrete at the bottom of the space frame, and finally complete the tunnel construction.

10. The construction method for a micro-deformation tunnel structure under extremely high wind pressure according to claim 9, characterized in that, In step S3, the steel space frame (6) is assembled on the ground into a first space frame area (60) and a second space frame area (63). First, the second space frame area (63) is lifted to the design position by the lifting frame (7), and the inserting rods (10) between it and the first space frame area (60) are inserted to connect the first space frame area (60) and the second space frame area (63) into a whole. Then, the first space frame area (60) and the second space frame area (63) that have formed a whole are lifted to the final design position by the lifting frame (7), and the inserting rods (10) between them and the hoisting components are inserted.

11. The construction method for a micro-deformation tunnel structure under extremely high wind pressure according to claim 10, characterized in that, After the lifting frame (7) lifts the first space frame area (60) and the second space frame area (63) that form an integral whole to the point of being free from the jig, the concrete formwork (64) is connected to the lower steel beam of the first space frame area (60) and the second space frame area (63). After installation, the lifting continues to the final design position. The deviation between the surface coordinates of the roof (1) and the theoretical surface coordinates shall not exceed ±0.2%H, where H is the local height, and the entire surface shall be smooth and without steps.

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