Micro-deformation hole body structure under ultra-high wind pressure and construction method

Abstract

The invention discloses a micro-deformation tunnel body structure under ultra-high wind pressure and a construction method. A contraction section of an air outlet end of a backflow type tunnel body is of a special-shaped structure and comprises a concrete column wall and a roof. The roof is provided with hoisting blocks and a steel net rack, a concrete column wall is vertically arranged and has variable cross section and variable thickness, a lower hoisting steel grid is hung on a net rack lower chord ball node through a two-force hoisting rod, and the two ends of a hoisting plate system are connected with a reinforced concrete wall through a damper to form a stress separation type structure. After the steel net rack is lifted by the lifting frame and connected with the hoisting component, top concrete of the net rack is poured firstly, connecting joints are adjusted according to a deformation result to control the precision of the formwork, and then lower concrete is poured. The roof and the concrete column wall form a closed body with high air tightness after being poured. By means of a stress separation structure formed between the steel net rack and the hanger plate system, horizontal load can be effectively released, stress separation is achieved, and therefore the high-precision micro-deformation effect is achieved.

Description

Technical Field

[0001] The invention relates to the technical field of wind tunnels, and in particular to a micro-deformation tunnel structure under extremely high wind pressure and a construction method. Background Art

[0002] As a test facility that uses artificial airflow and controls it to simulate the distribution and movement of airflow around aircraft or other objects, the wind tunnel plays a vital role in the aerospace field. It is a key ground simulation equipment for analyzing the aerodynamic characteristics of aerospace vehicles and an indispensable test tool in the development of aircraft. Since its birth, it has a history of more than 100 years, and all modern aircraft must undergo wind tunnel testing.

[0003] Countries around the world attach great importance to the construction and development of wind tunnels. The NASA Ames Research Center wind tunnel is located in Silicon Valley, California. It can simulate supersonic and hypersonic flight environments and is the center of American aerospace research. The wind tunnel of the German Aerospace Center was established in 1967 and can simulate a variety of flight and ground vehicle driving environments. The wind tunnel of the Korea Aerospace Research Institute is located in Daejeon City and is also one of the important wind tunnel facilities. The Russian Central Aerodynamics Research Institute has many subsonic, transonic and supersonic wind tunnels, which are comparable to the United States in terms of the scale and completeness of wind tunnel facilities. The wind tunnel of the French Aerospace Center was built in 1942 and has undergone complex historical changes. The wind tunnel of the British Aerodynamics Research Institute provides leading services in many fields. Since 1965, my country has successively established high-speed, ultra-high-speed and low-speed aerodynamic research institutions in Sichuan and other places, and built dozens of high-quality wind tunnels, ranking first in Asia, making important contributions to my country's aerospace industry.

[0004] Although wind tunnel technology has made significant progress worldwide, the construction of large wind tunnels still faces many challenges.

[0005] At the same time, the ambient temperature at the project site is about -3 to 35℃, and the internal airflow temperature during operation is much higher than the ambient temperature change; the external wind pressure of the wind tunnel is 0.35kN / m2, and the internal airflow pressure difference is much higher than the external environmental wind pressure; the vibration and noise problems caused by the internal pulsating wind pressure and high-power fans are also more prominent, and the deformation requirements of the contraction section are also much higher than the 1 / 250 requirements of ordinary large-span space structures. The cave loop is mainly subjected to four effects: airflow alternating temperature, external environmental temperature, airflow internal pressure and earthquake. These special conditions and requirements require the design and construction of large wind tunnels to comprehensively consider multiple factors, and put forward higher requirements for structural design.

[0006] Due to the small number of large wind tunnel cases at home and abroad, the experience available for reference is limited. The characteristics of large wind tunnels such as super-long, spacious, large span and special shape make them bear a variety of loads and effects, which brings great challenges to the design. The existing structural form is difficult to meet the process requirements of large wind tunnels in terms of high precision, low vibration and noise, good air tightness, etc., and there are also deficiencies in construction feasibility and economy. Therefore, it is urgent to propose a new and reasonable structural form to meet the special needs of large wind tunnels. Summary of the invention

[0007] The purpose of the present invention is to provide a micro-deformation cave structure and construction method under extremely large wind pressure, which releases the horizontal load between the roof and the concrete column wall, forms a force-separated structure, and realizes high-precision micro-deformation. It also provides a construction method for synchronously lifting the hanging plate steel bars, formwork and grid, thereby effectively controlling the internal surface accuracy and meeting the process requirements of large wind tunnels in terms of high precision, low vibration and noise, and good air tightness.

[0008] The present invention is achieved through the following technical solutions:

[0009] A micro-deformable cavern structure under extremely large wind pressure, comprising a reflux cavern, wherein the air outlet end of the reflux cavern is a contraction section, and the contraction section is a special-shaped structure with a gradually reduced flow cross section;

[0010] The contraction section includes a concrete column wall and a roof covering the upper end of the concrete column wall, the roof includes a hoisting block 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, and the lower end of the hanging plate system is connected to a concrete formwork through a connection node that can be separated by force;

[0011] The hoisting blocks are arranged in pairs and are slidably connected to both sides of the upper end of the concrete column wall through supporting members, and the adjacent hoisting blocks on the same side are connected and fixed to form an integral hoisting component through embedded rods;

[0012] The steel grid is lifted as a whole between the hoisting components by the lifting frame, and both side ends of the steel grid are connected to the adjacent hoisting components through embedded rods. When the roof is poured with concrete, the concrete column wall and the roof form a complete closed body with strong airtightness.

[0013] As a further technical solution of the cave structure, the steel grid includes a first grid area and a second grid area;

[0014] When the second grid area is lifted to a certain height above the ground by the lifting frame, the second grid area is connected to the first grid area as a whole through the embedded rods.

[0015] As a further technical solution for the cave structure, the first grid area includes a lower hanging steel beam and an upper grid, and the upper grid and the lower hanging steel beam are stacked up and down and welded to fix.

[0016] As a further technical solution for the cave structure, the lower parts of the first grid area and the second grid area are connected to the concrete formwork through connection nodes;

[0017] The connection node comprises a ball node and a lower hanging column, the concrete formwork is arranged in a split position, the lower hanging column is located at the split position, one end of the lower hanging column is connected to the first grid area and the second grid area (63) through the ball node, and 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 distance between adjacent concrete formworks is adjustable.

[0018] As a further technical solution of the cave structure, the lower parts of the first grid area and the second grid area are connected to the concrete formwork through the connection nodes;

[0019] Wherein, the connection node comprises a ball node, a first connection plate, a second connection plate and a third connection plate, the upper end of the first connection plate is fixed to the ball node, the lower end of the second connection plate is fixed to the upper side of the concrete formwork, and the two ends of the third connection plate are hinged to the first connection plate and the second connection plate respectively;

[0020] The first connecting plate and the second connecting plate each include two parallel ear plates, and a rivet pin is transversely arranged between the two parallel ear plates of the first connecting plate and between the two parallel ear plates of the second connecting plate, and a bearing is coaxially sleeved on the rivet pin, and the bearing is located between the two parallel ear plates, and the upper end and the lower end of the third connecting plate are respectively sleeved on the upper and lower bearings.

[0021] As a further technical solution for the cave 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 lifting block.

[0022] As a further technical solution of 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 located 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 a steel hinge rope;

[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.

[0025] As a further technical solution for the cave structure, a temporary rod is connected to the lower part of the steel grid, and a lower anchor point is provided at the end of the temporary rod. When the steel hinge rope lifts the steel grid through the temporary rod, the lower anchor point abuts against the side wall of the concrete column wall.

[0026] A construction method of a micro-deformation cave structure under extremely high wind pressure, using a micro-deformation cave structure under extremely high wind pressure in the above technical solution, and the construction steps are as follows:

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

[0028] S2. The lifting blocks are gradually lifted to both sides of the upper end of the cast concrete column wall by the lifting device, and the lifting blocks on both sides are in the same straight line. Then, the lifting blocks are installed one by one on the upper end of the concrete column wall along the airflow direction, and the lifting blocks on the same side are connected and fixed as an integral lifting component by inserting rods;

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

[0030] S4. First pour the concrete on the top of the grid. According to the deformation results, control the concrete formwork by adjusting the connection nodes to control the forming accuracy of the clear water formwork, and then pour the concrete on the bottom of the grid to finally complete the cave construction.

[0031] In step S3, the steel grid is assembled on the ground into a first grid area and a second grid area. The second grid area is first lifted to the designed position by a lifting frame, and the interlocking rods between the second grid area and the first grid area are inserted to connect the first grid area and the second grid area as a whole. The first grid area and the second grid area that form a whole are lifted to the final designed position by a lifting frame again, and the interlocking rods between the second grid area and the hanging components are inserted.

[0032] When the lifting frame lifts the first grid area and the second grid area that form a whole to be separated from the tire frame, the concrete formwork is connected to the lower hanging steel beam parts of the first grid area and the second grid area, and after the installation is completed, it continues to be lifted to the final designed position.

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

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

[0035] 1. The present invention can effectively release the horizontal load and realize force separation through the force separation structure formed between the steel grid and the hanging plate system, thereby achieving the effect of high-precision micro-deformation.

[0036] 2. The present invention can be applied to cave spaces of super-large scale, can bear high-intensity internal wind pressure to form a complete closed body with strong airtightness, and can withstand various loads and effects such as internal airflow alternating temperature and external super-large wind pressure, earthquake, etc.

[0037] 3. The variable-section and variable-thickness reinforced concrete column walls vertically arranged in the present invention provide good vertical support and stability for the structure, further improving the structure's anti-seismic and anti-vibration capabilities.

[0038] 4. The present invention also provides a construction method for synchronously lifting the hanging plate steel bars, formwork and grid, thereby effectively controlling the internal surface accuracy and meeting the process requirements of large wind tunnels in terms of high precision, low vibration and noise, and good air tightness. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] The drawings described herein are used to provide a further understanding of the embodiments of the present invention, constitute a part of this application, and do not constitute a limitation of the embodiments of the present invention. In the drawings:

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

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

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

[0043] Figure 4 The block layout diagram of the hoisting to stabilize the shrinking section cavern;

[0044] Figure 5 It is a simulation diagram of the lifting of the blocks;

[0045] Figure 6 The layout of the lifting frame to stabilize the shrinking section of the tunnel;

[0046] Figure 7 A schematic diagram of the lifting of the upper part of the stabilizing contraction section cavern;

[0047] Figure 8A schematic diagram of the lifting of the middle part of the stabilizing contraction section cavern;

[0048] Fig. 9 A schematic diagram of the lifting of the lower part of the stabilizing contraction section cavern;

[0049] Fig.10 To stabilize the layout of the embedded rods on the shrinkage section;

[0050] Fig.11 Schematic diagram of the civil construction structure to stabilize the shrinking section tunnel;

[0051] Fig.12 This is a schematic diagram of the lifting block construction;

[0052] Fig.13 It is a construction diagram for hoisting adjacent hoisting blocks;

[0053] Fig.14 It is a construction diagram for inserting rods between adjacent lifting blocks;

[0054] Fig.15 Schematic diagram of the completion of the construction of the upper grid of the stabilizing contraction section cavern;

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

[0056] Fig.17 This is a construction diagram for assembling the lower hanging steel beams in the first grid area;

[0057] Fig.18 This is a construction diagram for assembling the upper steel grid of the suspended steel beam;

[0058] Fig.19 This is a construction diagram for assembling the second grid area;

[0059] Fig. 20 This is a schematic diagram of the first lifting of the second grid area;

[0060] Fig.21 The figure is a construction diagram of inserting rods between the first grid area and the second grid area;

[0061] Fig. 22 A schematic diagram showing the completion of the installation and welding inspection of the embedded rods in the first grid area and the second grid area;

[0062] Fig.23 This is a construction diagram of the steel grid being lifted as a whole and separated from the frame;

[0063] Fig.24 This is a construction diagram for installing concrete formwork and steel bars at the bottom of the steel grid;

[0064] Fig.25It is a structural schematic diagram of the connection node between the concrete formwork and the steel grid;

[0065] Fig.26 This is another structural diagram of the connection node between the concrete formwork and the steel grid.

[0066] Fig. 27 This is a construction diagram of the overall lifting of the steel grid into place;

[0067] Fig.28 This is the schematic diagram of the second lifting construction of the steel grid;

[0068] Fig.29 This is a construction diagram for installing the embedded rods between the lifting area and the hoisting area;

[0069] Fig.30 A construction diagram showing the completion of bar insertion, installation, welding and testing;

[0070] Fig.31 Schematic diagram of the completed construction of the truss to stabilize the contraction section.

[0071] Marks and corresponding parts names in the attached drawings:

[0072] 1-roof, 2-concrete column wall, 3-lifting area, 4-hoisting area, 5-hoisting block, 6-steel grid, 60-first grid area, 61-lower hanging steel beam, 62-upper grid, 63-second grid area, 64-concrete formwork, 7-lifting frame, 71-lifting cylinder, 72-lifting beam, 73-frame, 74-steel hinge rope, 8-temporary rod, 9-lower anchor point, 10-embedded rod, 11-support, 110-vibration dual-control damper, 12-ball 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-polytetrafluoroethylene plate, 15-lower hanging column. DETAILED DESCRIPTION

[0073] In order to make the objectives, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with embodiments and drawings. The exemplary embodiments of the present invention and their description 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 Figure 1-Figure 10 As shown, it includes a reflux tunnel body, the outlet end of which is a contraction section, which is used to uniformly accelerate the airflow to reach the flow rate required by the test section. Since it is necessary to ensure that the airflow at the outlet is uniform, parallel and stable, the flow cross-section of the contraction section is a gradually shrinking special-shaped structure;

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

[0077] At the same time, the above-mentioned roof 1 includes a lifting block 5 and a steel grid 6, which are first assembled in the lifting area 3 and then lifted to the lifting area 4 by a lifting device after the assembly is completed. The lifting blocks 5 are arranged in pairs of 4 groups and are respectively slidably connected to the upper ends of the concrete column walls 2 by support members 11, and the adjacent lifting blocks 5 on the same side are connected by embedded rods 10 to form a lifting component. In this embodiment, the outer circle of the support member 11 is a fixed support, which is connected to the upper end of the concrete column wall 2, and the inner circle of the support member 11 is a hinged support, which hinges the lifting blocks 5. In some embodiments, a vibration dual-control damper can also be set at the edge of the roof 1 at the same time, 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 to protect the safety of the cave structure and internal equipment.

[0078] like Fig.10 and Fig.25As shown, both side ends of the steel grid 6 are connected to the adjacent hanging components by means of the embedded rods 10, wherein in order to effectively control the inner surface accuracy during construction, the steel grid 6 includes a first grid area 60 and a second grid area 63, and the first grid area includes a lower hanging steel beam 61 and an upper grid 62, and the upper grid 62 and the lower hanging steel beam 61 are stacked and welded and fixed in the lifting area 3, and then the second steel grid 63 is assembled, and when the second grid area 63 is assembled, after the lifting frame 7 is lifted to a certain height from the ground, the second grid area 63 and the first grid area 60 are connected as a whole by means of the embedded rods 10, and the lower hanging steel beam parts of the first grid area 60 and the second grid area 63 are connected to the concrete formwork 64 through the connecting nodes, and then the lifting frame 7 lifts the steel grid 6 again between the hanging components to complete the assembly between the steel grid 6 and the hanging components, and when the roof 1 is poured with concrete, the concrete column wall 2 and the roof The cover 1 forms a complete closed body with strong airtightness. Here, in order to effectively release the horizontal load, the deformation is controlled within a very small range to meet the high precision requirements. The connection nodes include a ball node 12 and a lower suspension column 15. The ball node 12 is fixedly connected to the first grid area 60 and the second grid area 63 through the grid web rod. The concrete formwork 64 is arranged in multiple and split seams. The lower suspension column 14 is located at the split seam position, and one end of the lower suspension column 14 is connected to the first grid area 60 and the second grid area 63 through the ball node 12. The other end of the lower suspension column 14 is connected to the adjacent concrete formwork 64 through the sliding ring groove rivet 13 and the polytetrafluoroethylene plate 14, so that the distance between the adjacent concrete formworks 64 is adjustable. When the building undergoes horizontal displacement under earthquake or wind vibration, the sliding ring groove rivet 13 and the polytetrafluoroethylene plate 14 can cause relative sliding between the contacting components, thereby reducing the constraint of friction on the structure.

[0079] In this embodiment, if Figure 6 and Figure 7 As shown, the above-mentioned 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 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 6; at the same time, 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, which can ensure that each construction link is closely connected and the construction quality of the cave structure is guaranteed.

[0080] Example 2

[0081] This embodiment 2 provides another micro-deformation cave structure under super-high wind pressure based on the embodiment 1. The difference between this embodiment and the embodiment 1 lies in the structure of the connection node. Please refer to Fig.26 As shown, the lower parts of the first grid area 60 and the second grid area 63 are connected to the concrete formwork 64 through a connection node, and the connection node includes a ball node 12, a first connection plate 12.1, a second connection plate 12.2 and a third connection plate 12.3. The upper end of the first connection plate 12.1 is fixed to the ball node 12, the lower end of the second connection plate 12.2 is fixed to the upper side of the concrete formwork 64, and the two ends of the third connection plate 12.3 are respectively hinged to the first connection plate 12.1 and the second connection plate 12.2. The first connection plate 12.1 and the second connection plate 12.2 each include two parallel ear plates, and the first connection plate 12.1 is between the two parallel ear plates, and the second connection plate 12.2 is between the two parallel ear plates. A rivet pin 12.4 is transversely arranged between the two parallel ear plates, and 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, and 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 node 12 at the top and hinged to the concrete formwork 64 at the bottom to form a two-force rod structure, so that the hanging node has a certain rotation ability in all directions, and at the same time, the hanging plate system and the steel grid 6 can be relatively flexible, 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 air tightness.

[0082] Example 3

[0083] This embodiment 3 provides a construction method for a micro-deformation cave structure under super-high wind pressure for embodiment 1 or embodiment 2, and the specific steps are as follows:

[0084] S1. Fig.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 a lifting area 3, and the two side walls of the concrete column wall 2 are divided into a hoisting area 4;

[0085] S2. Fig.12 As shown, a pair of lifting blocks 5 are first lifted to the lifting areas 4 on both sides of the upper end of the concrete column wall 2 by a lifting device, and the lifting blocks 5 are connected to the concrete column wall 2 by support members 11, and the lifting blocks 5 on both sides are in the same straight line, and then the lifting blocks 5 are lifted to the installation position again at the upper end of the concrete column wall 2 along the airflow direction, and the adjacent lifting blocks 5 on the same side are connected by embedded rods 10, and the steps are repeated. Figure 13-Figure 15 As shown, the 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 to form an integral hoisting component;

[0086] S3. Fig.17 As shown, a lifting frame 7 is arranged on both sides of the upper end of the concrete column wall 2, and then the steel grid 6 to be lifted is assembled on the ground into a first grid area 60 and a second grid area 63, wherein, as shown in FIG. Fig.17 and Fig.18 As shown, the first grid area 60 includes a lower hanging steel beam 61 and an upper grid 62. After the upper grid 62 and the lower hanging steel beam 61 are stacked up and welded and fixed in the lifting area 3, as shown in FIG. Fig.19 As shown, the second steel grid 63 is assembled, and then the second grid area 63 is lifted to the designed position by the lifting frame 7, and the embedded rods between it and the first grid area 60 are embedded, as shown in FIG. Fig. 20 As shown, the first grid area 60 and the second grid area 63 are connected as a whole, as shown in FIG. Figure 21-23 As shown, the first grid area 60 and the second grid area 63 formed as a whole are lifted again by the lifting frame 7. When the lifting frame 7 lifts the first grid area 60 and the second grid area 63 formed as a whole to be separated from the tire frame, as shown in FIG. Figure 24-28 As shown, the concrete formwork 64 is connected to the lower hanging steel beams of the first grid area 60 and the second grid area 63, and after installation, it is continuously lifted to the final design position, such as Figure 29-Figure 31 As shown, the interlocking rod 10 between the interlocking rod and the hanging member is interlocked, and the temporary support is removed to complete the grid installation of the roof 1;

[0087] S4. When pouring the roof 1, first pour the concrete on the top of the grid. According to the deformation result, adjust the spacing between the concrete templates 64 by sliding the ring groove rivets 13 to control the molding accuracy of the concrete template 64, and then pour the concrete under the grid. After the hole construction is finally completed, the deviation between the profile coordinates of the roof 1 and the theoretical profile coordinates shall not exceed ±0.2%H, where H is the local height, and the entire profile should have a smooth transition without steps.

[0088] Specifically, after the concrete pouring on the top of the grid is completed and the deformation monitoring results are obtained, the key connection node adjustment and template accuracy control stage will begin. This stage fully utilizes the force separation structural characteristics formed between the steel grid 6 and the hanging plate system. This structure can effectively release the horizontal load and achieve force separation, thus laying the foundation for achieving high-precision micro-deformation effects.

[0089] The connection nodes include components such as ball nodes 12 and lower hanging columns 15, and their adjustment is closely based on the deformation monitoring results. When it is detected that the deformation of the template in a certain area is too large, due to the existence of the force-separated structure, the template can be lifted upward by appropriately shortening the length of the lower hanging column 15 at the corresponding position without affecting the stability of the overall structure, thereby reducing the deformation; or adjusting the angle of the lower hanging column 15 to change the force distribution of the concrete template, so that the template can be more easily restored to a state that meets the accuracy requirements under the state of force separation. During the entire adjustment process, it is very important to strictly follow the principles of symmetry and uniformity, which can ensure that while releasing the horizontal load and achieving force separation, the overall force of the structure remains balanced, avoiding new problems caused by improper adjustment.

[0090] At the same time, high-precision measuring instruments such as total stations are used to measure the surface accuracy of the concrete formwork 64 in real time, and the deviation value is carefully compared with the design requirements. According to the deviation value, the formwork is fine-tuned by adjusting the position and angle of the connection node. Since the force-separated structure effectively disperses the stress influence during the adjustment process, the formwork can respond to the adjustment operation more accurately, ensuring that its surface accuracy fully meets the design standards, that is, the deviation from the theoretical surface coordinates is strictly controlled within ±0.2% H (H is the local height), and the entire surface has a smooth transition without steps. During the adjustment process, continue to pay close attention to the deformation dynamics of the formwork to prevent excessive adjustment. This method of connection node adjustment and formwork accuracy control based on the force-separated structure effectively guarantees the high-precision micro-deformation control of the structure during the construction process, and provides a solid guarantee for the high-quality construction of the entire cave structure.

[0091] The specific implementation methods described above further illustrate the objectives, technical solutions and beneficial effects of the present invention in detail. It should be understood that the above description is only a specific implementation method 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 in the scope of protection of the present invention.

Claims

1. A micro-deformation cave structure under extremely high wind pressure, characterized in that: It comprises a reflux type tunnel body, the outlet end of which is a contraction section, and the contraction section is a special-shaped structure with a gradually reduced flow cross section; The contraction section comprises a concrete column wall (2) and a roof (1) covering the upper end of the concrete column wall (2); the roof (1) comprises a hoisting block (5) and a steel grid (6); the concrete column wall (2) is vertically arranged and has a variable cross-section and 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) via a vibration dual-control damper (110); the lower end of the hanging plate system is connected to a concrete formwork (64) via a connection node that can be separated by force; The hoisting blocks (5) are arranged in pairs in a plurality of groups and are slidably connected to both sides of the upper end of the concrete column wall (2) through support members (11), and adjacent hoisting blocks (5) located on the same side are connected and fixed to form an integral hoisting component through embedded rods (10); The steel grid (6) is lifted as a whole between the hanging components by the lifting frame (7), and the two side ends of the steel grid (6) are connected to the adjacent hanging components through the embedded rods (10). When the roof (1) is poured with concrete, the concrete column wall (2) and the roof (1) form a complete closed body with strong airtightness.

2. The micro-deformation cave structure under super-high wind pressure according to claim 1 is characterized in that: The steel grid (6) comprises a first grid area (60) and a second grid area (63); When the second grid area (63) is lifted to a certain height above the ground on the lifting frame (7), the second grid area (63) and the first grid area (60) are connected as a whole via the embedded rods (10).

3. The micro-deformation cave structure under super-high wind pressure according to claim 2 is characterized in that: The first grid area (60) comprises a lower hanging steel beam (61) and an upper grid (62), and the upper grid (62) and the lower hanging steel beam (61) are stacked up and down and fixed by welding.

4. The micro-deformation cave structure under super-high wind pressure according to claim 2 is characterized in that: The lower parts of the first grid area (60) and the second grid area (63) are connected to the concrete formwork (64) via the connection nodes; The connection node comprises a ball node (12) and a lower hanging column (15); the concrete formwork (64) is arranged in a split position; the lower hanging column (14) is located at the split position; one end of the lower hanging column (14) is connected to the first grid area (60) and the second grid area (63) through the ball node (12); the other end of the lower hanging column (14) is connected to adjacent concrete formworks (64) through a sliding ring groove rivet (13), so that the spacing between adjacent concrete formworks (64) is adjustable.

5. The micro-deformation cave structure under super-high wind pressure according to claim 2 is characterized in that: The lower parts of the first grid area (60) and the second grid area (63) are connected to the concrete formwork (64) via the connection nodes; The connection node comprises a ball node (12), a first connection plate (12.1), a second connection plate (12.2) and a third connection plate (12.3); the upper end of the first connection plate (12.1) is fixed to the ball node (12), the lower end of the second connection plate (12.2) is fixed to the upper side of the concrete formwork (64), and the two ends of the third connection plate (12.3) are respectively hinged to the first connection plate (12.1) and the second connection plate (12.2); The first connecting plate (12.1) and the second connecting plate (12.2) each comprise two parallel ear plates, a rivet pin (12.4) is transversely arranged 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, and the upper end and the lower end of the third connecting plate (12.3) are sleeved on the upper and lower bearings (12.5) respectively.

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

7. The micro-deformation cave structure under super-high wind pressure according to claim 1 is 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; Wherein, the lifting frame (7) comprises 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 supports 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 (6).

8. The micro-deformation cave structure under super-high wind pressure according to claim 7 is 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 cave structure under extremely high wind pressure, characterized in that: A micro-deformation cave structure under super-high wind pressure as described in any one of claims 1 to 8 is used, and the construction steps are as follows: S1. Casting concrete column walls (2) to complete the civil structure construction; S2. The lifting blocks (5) are gradually lifted to both sides of the upper end of the cast concrete column wall (2) by a lifting device, and the lifting blocks (5) on both sides are in the same straight line, and then the lifting blocks (5) are installed one by one on the upper end of the concrete column wall (2) along the airflow direction, and the lifting blocks (5) on the same side are connected and fixed to form an integral lifting component by inserting rods (10); S3. A lifting frame (7) is set on both sides of the upper end of the concrete column wall (2), and then the steel grid (6) to be lifted is assembled on the ground, and then the steel grid (6) is lifted to the designed position by the lifting frame (7), and the embedded rod (10) between it and the hanging member is embedded, and the temporary support is removed to complete the grid installation of the roof (1); S4. First, pour concrete on the top of the grid, and then pour concrete on the bottom of the grid by adjusting the connection nodes to control the forming accuracy of the concrete template (64) according to the deformation result, and finally complete the cave construction.

10. The construction method of a micro-deformation cave structure under super-high wind pressure according to claim 9, characterized in that: In step S3, the steel grid (6) is assembled on the ground into a first grid area (60) and a second grid area (63). The second grid area (63) is first lifted to the designed position by the lifting frame (7), and the interlocking rods (10) between the second grid area (63) and the first grid area (60) are inserted to connect the first grid area (60) and the second grid area (63) into a whole. The first grid area (60) and the second grid area (63) are lifted to the final designed position by the lifting frame (7) again, and the interlocking rods (10) between the second grid area (63) and the hanging components are inserted.

11. The construction method of a micro-deformation cave structure under super-high wind pressure according to claim 10, characterized in that: When the lifting frame (7) lifts the first grid area (60) and the second grid area (63) that form an integral body to be separated from the tire frame, the concrete formwork (64) is connected to the lower hanging steel beams of the first grid area (60) and the second grid area (63), and after the installation is completed, it continues to be lifted to the final design position; The deviation between the profile coordinates of the roof (1) and the theoretical profile coordinates does not exceed ±0.2%H, where H is the local height, and the entire profile should have a smooth transition without steps.

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