Counterweight device and system for vault gas jacking of large storage tank

Abstract

The invention discloses a counterweight device and system for vault gas jacking of a large storage tank, and relates to the technical field of LNG low-temperature storage tank construction. By arranging a center anchoring mechanism, a plurality of connecting mechanisms and a plurality of counterweight mechanisms, in the vault gas jacking process, a reliable center stress starting point can be achieved from the highest point position of a first section steel beam, and the top point position of a second section steel beam can be adjusted; the problem of anchoring point slippage or local stress concentration caused by a narrow space and only a single main beam is avoided; the multiple connecting mechanisms are arranged in the radial direction in a radiation mode, center anchoring force is evenly transmitted to all areas in the circumferential direction of the arch crown, the distribution of balance weight force in the circumferential direction tends to be balanced, and the phenomenon of insufficient balance weight or overload caused by uneven airflow or local rigidity difference is obviously reduced. And each counterweight mechanism is directly clamped between the adjacent second section steel beams, and the existing steel beams are used as stable supporting references, so that the counterweight bodies are effectively prevented from sliding, shifting or impacting the steel structure under airflow disturbance or vibration, and local stress concentration and steel structure damage are avoided.

Description

Technical Field

[0001] This invention relates to the field of LNG cryogenic storage tank construction technology, and in particular to a counterweight device and system for gas jacking of the dome of a large storage tank. Background Technology

[0002] With the rapid development of the energy industry, especially the liquefied natural gas (LNG) industry, the construction scale of large cryogenic storage tanks has been continuously expanding, with the volume of a single tank increasing from tens of thousands of cubic meters in the early days to over one hundred thousand cubic meters or even larger. The outer tank of large cryogenic storage tanks mostly adopts a prestressed reinforced concrete structure, while the dome is usually a steel structure. To improve construction efficiency, reduce the risks of working at heights, and shorten the overall construction period, the dome-lifting construction process has gradually become the mainstream construction method. This process uses a blower to continuously supply low-pressure air to the sealed space below the assembled dome, relying on the air pressure difference to smoothly lift the steel dome assembled on the ground or at a lower position to the design elevation, where it is then connected and fixed to the pressure ring at the top of the tank wall.

[0003] Currently, during the gas jacking construction of large cryogenic storage tank domes, to prevent tilting, instability, or local buckling of the dome due to factors such as wind load, uneven airflow, structural weight distribution, or local stiffness differences during the jacking process, it is usually necessary to apply a certain downward counterweight to the steel structure of the dome to increase the overall buoyancy stability and deformation control capability of the structure. Existing counterweight methods mainly include: directly stacking temporary counterweights such as sandbags, concrete blocks, and water bags on the dome, or using methods such as suspending heavy objects or setting up temporary cable counterweights. These counterweight measures are generally fixed by the steel beams, nodes, or temporary support structures already installed on the dome, and the counterweights are gradually adjusted or removed during the jacking process based on monitoring data.

[0004] However, while such methods can achieve the counterweight function, in actual operation, since the central area of ​​the arch (the highest point) is usually only equipped with main steel beams, the stress is concentrated and the space is small, making it difficult to achieve reliable and stable central anchoring. It is also difficult to achieve relatively uniform radial loading along the circumference of the arch, resulting in insufficient or overloaded counterweight in some areas. Under airflow disturbance or lifting vibration, it is easy to slip or shift, and even cause local stress concentration or damage to the steel structure, affecting the overall stability of the lifting. Summary of the Invention

[0005] The main objective of this invention is to propose a counterweight device and system for air jacking of the dome of a large storage tank. This invention aims to solve the technical problems in the existing technology where, during actual operation, only the main steel beam is usually set in the central area (highest point) of the dome, resulting in concentrated stress and limited space. This makes it difficult to achieve reliable and stable central anchoring and uniform radial loading along the circumference of the dome. Consequently, some areas may experience insufficient or overloaded counterweight, which can easily lead to slippage or displacement under airflow disturbances or jacking vibrations, and may even cause local stress concentration or damage to the steel structure, thus affecting the overall stability of the jacking.

[0006] To achieve the above objectives, in a first aspect, the present invention proposes a counterweight device for gas jacking of the dome of a large storage tank. The dome of the storage tank includes a first steel beam located at the highest position of the inner wall of the dome and multiple second steel beams spaced circumferentially along the inner wall of the dome. The curvature of all the second steel beams is consistent with the curvature of the dome, and the high end of all the second steel beams is connected to the first steel beam. The counterweight device includes:

[0007] A central anchoring mechanism is detachably mounted on the first steel beam and located below the arch. The central anchoring mechanism has multiple connection positions distributed circumferentially on it. Multiple connecting mechanisms, the number of which is the same as the number of connecting positions and they are connected one-to-one, and all the connecting mechanisms radiate outward along the radial direction of the vault. Multiple counterweight mechanisms are provided, with the number of counterweight mechanisms being the same as the number of connecting mechanisms and connected in a one-to-one manner. Each counterweight mechanism is snapped between any two adjacent second-type steel beams, and all counterweight mechanisms are suspended inside the arch.

[0008] In one embodiment, the first steel beam is an H-beam; The central anchoring mechanism includes: At least two anchoring components, all of which can engage and anchor to the flange of the first steel beam, all of which are spaced apart from each other on the first steel beam and are located below the arch; and, A connecting component is mounted on the bottom of the anchoring component and connected to all the anchoring components, and the connecting component has a plurality of connection positions distributed circumferentially thereon.

[0009] In one embodiment, the anchoring component includes: The first anchoring claw engages with the flange of the first steel beam; and, The first fastener is installed on the first anchoring claw and can fasten the first anchoring claw to the first steel beam.

[0010] In one embodiment, the first fastener includes two fastening clips, which are arranged opposite to each other and engaged on the flange of the first steel beam. Each of the two fastening clips has a plurality of through holes arranged in an array. The first fastener is a fastening bolt, and the number of the fastening bolts is the same as the number of the through holes and they are arranged in a one-to-one correspondence, so as to fasten the two fastening clips to the first steel beam.

[0011] In one embodiment, the connecting component includes a connecting disk that is connected to all the anchoring components, and the connecting disk has a plurality of connecting positions distributed circumferentially.

[0012] In one embodiment, the connecting mechanism includes: Multiple connecting steel ropes, wherein the number of connecting steel ropes is consistent with the number of connecting positions and they are arranged in a one-to-one correspondence; and... Multiple dampers are provided, the number of which is the same as that of the connecting steel ropes and they are installed one-to-one at the end of the connecting steel ropes away from the connection position, and the dampers are connected to the corresponding counterweight mechanisms.

[0013] In one embodiment, the counterweight mechanism includes: An anchoring component, which can be connected to any of the second type of steel beam, and one end of the anchoring component is disposed facing the inner wall of the arch, and the side of the anchoring component disposed facing the inner wall of the arch can be adsorbed onto the inner wall of the arch; A load-bearing component, wherein the load-bearing component is installed at the bottom of the anchoring component, and a load-bearing space is formed within the load-bearing component, and, A counterweight is placed within the load-bearing space.

[0014] In one embodiment, the anchoring component includes: Mounting plate; An adsorption element is installed on the side of the mounting plate facing the inner wall of the dome, and the adsorption element can adsorb onto the inner wall of the dome. The second anchoring claw, spaced apart from the adsorption element, is located on the side of the mounting plate facing the arch. The second anchoring claw can engage with the flange of the second steel beam. The second fastener is installed on the second anchoring claw and can fasten the second anchoring claw to the second steel beam.

[0015] In one embodiment, the load-bearing component includes: A connecting plate, which is mounted on the mounting plate; A load-bearing frame, connected to the connecting plate, forming a load-bearing space within the load-bearing frame, and having a horizontal hole penetrating the load-bearing frame; and... A locking element that can pass through the horizontal hole and lock the counterweight block to the load-bearing frame.

[0016] Based on the same technical concept, in a second aspect, the present invention also proposes a counterweight system for air jacking of the dome of a large storage tank, including the counterweight device described in the first aspect.

[0017] The technical solution of this invention, by setting up a central anchoring mechanism, multiple connecting mechanisms, and multiple counterweight mechanisms, enables a reliable central force-bearing starting point from the highest point of the first type of steel beam during the air jacking process of the arch. This avoids the problems of anchor point slippage or local stress concentration caused by limited space and a single main beam in the prior art. At the same time, the multiple connecting mechanisms are arranged radially to transmit the central anchoring force more evenly to various areas around the arch, making the counterweight force distribution in the circumference more balanced, significantly reducing the phenomenon of insufficient counterweight or overload caused by uneven airflow or local stiffness differences. In addition, each counterweight mechanism is directly snapped between adjacent second type of steel beams, using the existing steel beams as a stable support benchmark, effectively preventing the counterweight from sliding, shifting, or impacting the steel structure under airflow disturbance or vibration, avoiding local stress concentration and damage to the steel structure. All components adopt a detachable snap-fit ​​form, which can be completely removed after the jacking is completed, leaving no permanent fixing marks or residual stress on the arch, ensuring the structural integrity of the subsequent inner tank construction and long-term use of the storage tank. In summary, this implementation method systematically solves the technical problems of unreliable anchoring in the central area, uneven distribution of counterweight force, unstable positioning of counterweight body, and inconvenient disassembly and assembly in the prior art from four aspects: reliable central anchoring, uniform radial transmission, stable positioning between secondary beams, and convenient disassembly and assembly. This improves the overall stability, safety, and construction efficiency of the arch lifting process. Attached Figure Description

[0018] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the structures shown in these drawings without creative effort.

[0019] Figure 1 This is a schematic diagram of the counterweight device for air jacking of the dome of a large storage tank provided by the present invention. Figure 2 for Figure 1A schematic diagram of the central anchoring mechanism in the example; Figure 3 for Figure 1 A schematic diagram of the counterweight mechanism from one perspective, as shown in the example. Figure 4 for Figure 1 Another structural diagram of the counterweight mechanism in the example; Figure 5 This is a schematic diagram of the counterweight device in use, as an example of the present invention. Figure 6 for Figure 5 The diagram shows the structure of the vault in the example.

[0020] Figure label: 100. Arch; 200. First type of steel beam; 300. Second type of steel beam; 400. Central anchoring mechanism; 410. Connection position; 500. Connection mechanism; 600. Counterweight mechanism; 420. Anchoring component; 430. Connection component; 421. First anchoring claw; 422. First fastener; 423. Fastening buckle; 510. Connecting steel rope; 520. Damper; 610. Anchoring component; 622. Load-bearing component; 630. Counterweight block; 611. Mounting plate; 612. Adsorption component; 613. Second anchoring claw; 614. Second fastener; 621. Connection plate; 622. Load-bearing frame; 623. Locking component.

[0021] The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0022] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0023] It should be noted that if the embodiments of the present invention involve directional indicators (such as up, down, left, right, front, back, etc.), the directional indicators are only used to explain the relative positional relationship and movement of the components in a specific posture. If the specific posture changes, the directional indicators will also change accordingly.

[0024] Furthermore, if the embodiments of this invention involve descriptions such as "first" or "second," these descriptions are for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined with "first" or "second" may explicitly or implicitly include at least one of those features. Additionally, the use of "and / or" or "and / or" throughout the text includes three parallel solutions. For example, "A and / or B" includes solution A, solution B, or a solution where both A and B are satisfied simultaneously. Furthermore, the technical solutions of the various embodiments can be combined with each other, but this must be based on the ability of those skilled in the art to implement them. When the combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention.

[0025] In actual operation, since the central area of ​​the arch (highest point) is usually only equipped with main steel beams, the stress is concentrated and the space is small, making it difficult to achieve reliable and stable central anchoring and to achieve relatively uniform radial loading along the circumference of the arch. This results in insufficient or overloaded counterweight in some areas, which can easily slip or shift under airflow disturbance or lifting vibration, and may even cause local stress concentration or damage to the steel structure, affecting the overall stability of the lifting.

[0026] This invention proposes a counterweight device and system for air jacking of the dome of a large storage tank.

[0027] Please see Figures 1 to 6 For ease of understanding, this is a counterweight device for gas jacking of the dome of a large storage tank. The gas storage tank dome 100 includes a first type steel beam 200 located at the highest position of the inner wall of the dome 100 and multiple second type steel beams 300 distributed circumferentially along the inner wall of the dome 100. The curvature of all the second type steel beams 300 is consistent with the curvature of the dome 100, and the high end of all the second type steel beams is connected to the first type steel beam 200. The counterweight device includes a central anchoring mechanism 400, multiple connecting mechanisms 500, and multiple counterweight mechanisms 600. The central anchoring mechanism 400 is detachably engaged with the first type steel beam 200. On a type 1 steel beam 200, and with the central anchoring mechanism 400 located below the arch 100, the central anchoring mechanism 400 is provided with multiple connection positions 410 distributed circumferentially. The number of connection mechanisms 500 is the same as the number of connection positions 410 and they are connected one-to-one. All connection mechanisms 500 radiate outward along the radial direction of the arch 100. The number of counterweight mechanisms 600 is the same as the number of connection mechanisms 500 and they are connected one-to-one. Each counterweight mechanism 600 is snapped between any two adjacent type 2 steel beams 300. All counterweight mechanisms 600 are suspended inside the arch 100.

[0028] Specifically, the first type of steel beam 200 serves as the radial main beam at the highest position of the inner wall of the arch 100, with its flanges facing downwards. The central anchoring mechanism 400 includes multiple anchoring mechanisms spaced apart along the length of the first type of steel beam 200. These anchoring mechanisms can be anchoring claws, which directly engage from below the lower flange of the first type of steel beam 200, with the two arms of the claws respectively abutting the upper and lower surfaces of the flange. Subsequently, fasteners (such as opposing clamping plates or bolt assemblies) are tightened from both sides, creating a rigid clamp between the anchoring claws and the flange, achieving a weld-free, detachable fixation. The bottoms of all the anchoring claws are connected to a connecting disc located below the arch 100, with the disc facing downwards. Multiple connecting lugs or connecting holes are evenly spaced or welded around the disc, serving as circumferentially spaced connection positions 410.

[0029] Multiple connecting mechanisms 500 employ flexible steel ropes. The upper end of each rope is fixed to a corresponding connecting position 410 on the connecting plate via a rope clamp or pin, and the lower end extends radially outward along the dome 100 until it approaches the area where the dome 100 intersects with the tank wall. The number of connecting steel ropes 510 corresponds one-to-one with the connecting positions 410, typically ranging from 12 to 24, depending on the tank diameter and the required total counterweight. All steel ropes are arranged with approximately the same pre-tension length, allowing them to naturally spread radially.

[0030] Multiple counterweight mechanisms 600 are connected one-to-one with the connecting steel rope 510. Each counterweight mechanism 600 includes an anchoring component 610 and a load-bearing component 620. The anchoring component 610 adopts a claw structure similar to that of the central anchoring mechanism 400, but its size is adapted to the flange of the second type steel beam 300: the second anchoring claw 613 is inserted between two adjacent second type steel beams 300, so that the two sides of the claw abut against the inner sides of the opposite flanges of the two beams respectively, and then the claw is locked to the beam by fastening bolts or clamping mechanism, so that the entire counterweight mechanism 600 is stably positioned between the two second type steel beams 300. The load-bearing component 620 is fixed to the lower part of the second anchoring claw 613, forming an upward-opening frame or tray, in which precast concrete blocks, steel blocks or sandbags are placed. The lower end of the connecting steel rope 510 is connected to the upper connection point of the load-bearing component 620 through a lifting ring or hook, so that the counterweight mechanism 600 is suspended as a whole in the space below the arch 100.

[0031] In the actual air-jacking construction process, after the steel structure is completed at the low-level assembly stage of the arch 100 or the ground assembly stage, the central anchoring mechanism 400 is successively clamped and fastened to the central section area of ​​the first type of steel beam 200 in the manner described above. Next, the upper ends of the connecting steel ropes 510 are successively fixed to the connection positions 410 of the connecting discs, and the steel ropes are initially straightened radially. Then, at various points around the arch 100, the counterweight mechanisms 600 are sequentially clamped between the selected adjacent second type of steel beams 300, the length of the steel ropes is adjusted and appropriate pre-tension is applied to ensure that each counterweight mechanism 600 is evenly suspended in position. Finally, based on the jacking monitoring data (such as inclinometer and displacement sensor readings), counterweight blocks 630 are added or removed from the counterweight mechanisms 600 in different circumferential areas to achieve dynamic balance adjustment of the counterweight force. After the jacking is completed, the fasteners are loosened in reverse order, and all components are removed one by one.

[0032] In this embodiment, during the air-lifting of the arch 100, the counterweight device can reliably establish a central force-bearing starting point from the highest point of the first type of steel beam 200, avoiding the problems of anchor point slippage or local stress concentration caused by limited space and a single main beam in the prior art. At the same time, multiple connecting mechanisms 500 are arranged radially to distribute the central anchoring force more evenly to various areas around the arch 100, making the counterweight force distribution in the circumference more balanced, significantly reducing the phenomenon of insufficient counterweight or overload caused by uneven airflow or local stiffness differences. In addition, each counterweight mechanism 600 is directly snapped between adjacent second type of steel beams 300, using the existing steel beams as a stable support benchmark, effectively preventing the counterweight from sliding, shifting, or impacting the steel structure under airflow disturbance or vibration, avoiding local stress concentration and damage to the steel structure. All components adopt a detachable snap-fit ​​form, which can be completely removed after the lifting is completed, leaving no permanent fixing marks or residual stress on the arch 100, ensuring the structural integrity of the subsequent inner tank construction and long-term use of the storage tank. In summary, this implementation method systematically solves the technical problems of unreliable anchoring in the central area, uneven distribution of counterweight force, unstable positioning of counterweight body, and inconvenient disassembly and assembly in the prior art from four aspects: reliable central anchoring, uniform radial transmission, stable positioning between secondary beams, and convenient disassembly and assembly. This improves the overall stability, safety, and construction efficiency of the 100mm arch lifting process.

[0033] Of course, in addition to flexible steel ropes, rigid connecting rods, such as H-beams or steel pipes, can also be used for the connecting mechanism 500. One end is hinged to the connecting position 410 of the connecting plate via a ball joint or pin, and the other end is hinged to the load-bearing component 620 of the counterweight mechanism 600. This method further improves the transmission stiffness of the counterweight force and reduces dynamic displacement in ultra-large storage tanks with high vibration control requirements.

[0034] In addition to using a single frame, the load-bearing component 620 of the counterweight mechanism 600 can also be designed as a multi-layer shelf structure, with each shelf bearing independent loads, making it easy to quickly add or remove counterweight blocks 630 on-site in increments of 50 to 100 kg, thus achieving more precise counterweight adjustment.

[0035] In one embodiment, the first type of steel beam 200 is an H-shaped steel beam; the central anchoring mechanism 400 includes at least two anchoring components 420 and a connecting component 430. All anchoring components 420 can be engaged and anchored on the flange of the first type of steel beam 200. All anchoring components 420 are spaced apart on the first type of steel beam 200 and are located below the arch 100. The connecting component 430 is installed at the bottom of the anchoring components 420 and connected to all anchoring components 420. Multiple connecting positions 410 are formed on the connecting component 430 and spaced apart along its circumference.

[0036] Specifically, the first type of steel beam 200 adopts a hot-rolled H-beam, with a standard H-shaped cross-section consisting of upper and lower flanges and a web. The flange width is typically 300–600 mm, the flange thickness is 20–40 mm, and the web thickness is 12–25 mm. This H-beam is located at the highest point of the inner wall of the arch 100, and runs radially through the central area of ​​the tank. Both its upper and lower flanges face downwards, providing a structural foundation for central anchoring.

[0037] The central anchoring mechanism 400 includes at least two anchoring components 420 and one connecting component 430. The number of anchoring components 420 is generally 2 to 6; this embodiment uses four anchoring components 420 as an example. Each anchoring component 420 adopts an opposing clamping structure, which can directly snap onto and anchor to the flange of the H-beam. The specific installation process is as follows: the anchoring component 420 is moved from below the H-beam towards the flange, so that its clamping arms on both sides respectively abut against the lower surface of the upper flange and the upper surface of the lower flange; then, clamping force is applied from both sides using bolt assemblies or wedge-type fasteners, so that the clamping arms form high-pressure contact with the flange surface and lock, thereby firmly fixing the anchoring component 420 to the H-beam. The four anchoring components 420 are arranged sequentially along the length of the H-beam at predetermined intervals (usually 1.2 to 3.0 m, determined according to the beam length and stress calculations), all located in the space below the arch 100, avoiding occupying the working surface above the arch 100.

[0038] The connecting plate is fixedly connected to the bottom of all anchoring components 420 by high-strength bolts or welding, so that the force of the four anchoring components 420 is ultimately concentrated on the connecting plate. Multiple connecting lugs, connecting holes, or connecting threaded holes are uniformly machined or welded circumferentially on the lower surface of the connecting plate (the side facing the ground). These positions are multiple circumferentially spaced connecting positions 410, used for subsequent fixation to the connecting mechanism 500. Typically, 12 to 32 connecting positions 410 are provided, with uniform angular intervals (360° / n) to ensure the symmetry of subsequent radial forces.

[0039] When there are two anchoring components 420, they can be arranged symmetrically on both sides of the center section of the H-beam, with an increased spacing (approximately 3.5–5.0 m). The connecting component 430 still uses a circular connecting plate, but the plate surface can be appropriately enlarged to maintain sufficient space for the connection position 410. When the number of anchoring components 420 increases to six, the spacing is correspondingly reduced (approximately 0.8–1.5 m), and the rigidity of the connecting plate is correspondingly increased to accommodate larger total counterweights or higher vibration resistance requirements. Both of these arrangement methods can ensure the overall stability of the central anchoring mechanism 400.

[0040] In this embodiment, the central anchoring mechanism 400 utilizes the clamping space naturally formed by the upper and lower flanges of the H-shaped steel beam to directly achieve reliable anchoring at multiple points, in a distributed manner, without welding. This avoids the shortcomings of traditional methods where it is difficult to form a stable anchoring point on a single main beam at the highest point of the arch 100. Multiple anchoring components 420 are distributed at intervals and converge at the connecting plate, changing the central force point from a single concentrated point to a multi-point distributed and then concentrated transmission, effectively reducing local stress peaks and preventing local deformation or slippage of the flanges. The multiple connection positions 410 evenly distributed circumferentially on the connecting plate provide symmetrical and equally spaced force transmission starting points for the subsequent multiple connecting mechanisms 500, enabling the radial tension emanating from the center to achieve a relatively uniform initial distribution in the circumferential direction, laying a structural foundation for solving the problem of uneven distribution of counterweight force.

[0041] In one embodiment, the anchoring component 420 includes a first anchoring claw 421 and a first fastener 422. The first anchoring claw 421 engages with the flange of the first steel beam 200, and the first fastener 422 is installed on the first anchoring claw 421. The first fastener 422 can fasten the first anchoring claw 421 to the first steel beam 200.

[0042] Specifically, the anchoring component 420 includes a first anchoring claw 421 and a first fastener 422. The first anchoring claw 421 adopts a U-shaped or C-shaped structure formed by bending or welding steel plate. Its opening width is slightly larger than the thickness of the flange of the first type steel beam 200 (H-type steel beam) plus twice the flange thickness tolerance. The inner surface of the opening can be pre-processed or pasted with a high friction coefficient pad (such as polytetrafluoroethylene plate or high hardness rubber plate) to increase the friction with the flange surface and reduce local contact stress.

[0043] During installation, move the first anchoring claw 421 from below the H-beam towards the flange, so that the two arms of the claw cover the upper and lower surfaces of the flange respectively, with the bottom (closed end) of the claw facing downwards and the open end facing the web of the H-beam, until the inner side of the claw is completely in contact with the upper and lower surfaces of the flange. At this point, the claw has initially engaged with the flange, but can still slide along the length of the beam.

[0044] The first fastener 422 is installed on the outer surface of both arms of the first anchoring claw 421. Specifically, the first fastener 422 consists of two opposing clamping plates (or fastening clips 423), each clamping plate having multiple rows of through holes (usually two rows, 6 to 10 holes per row, diameter selected according to bolt specifications, such as M20 to M30), the through hole positions aligned with the corresponding holes on the other clamping plate. The two clamping plates are placed on the outer sides of both arms of the claw, and multiple high-strength bolts are passed through the through holes of the clamping plates and fitted with nuts, and tightened from both sides. During the tightening process, the clamping plates gradually press inward against the two arms of the claw, causing the claw opening to gradually tighten until the inner side of the claw forms a high-pressure fit with the flange surface, and the friction is sufficient to resist the subsequently applied radial tensile force and vibration load, thereby firmly fastening the first anchoring claw 421 to the flange of the first steel beam 200.

[0045] In one embodiment, the first fastener 422 can also adopt a wedge-type or eccentric clamping structure: inclined guide rails are reserved on the outer sides of the two arms of the chuck. After the chuck is initially engaged, the wedge block or eccentric cam is driven in along the guide rail, and the inclined self-locking principle generates a continuous lateral clamping force to lock the chuck onto the flange. This method can still be operated quickly under conditions without power on site and is suitable for emergency adjustments in narrow spaces at high altitudes.

[0046] In this embodiment, the first anchoring claw 421 cooperates with the first fastener 422 to directly utilize the natural parallel surfaces of the upper and lower surfaces of the H-beam flange for clamping fixation. This eliminates the need for drilling holes, welding, or altering the original structure on the main beam, avoiding stress concentration, fatigue crack initiation, and subsequent corrosion problems that may arise from traditional welding or bolt penetration methods. The large-area contact between the claw and the flange, combined with the multi-point clamping of the high-strength bolts, significantly improves the load-bearing capacity of single-point anchoring. Actual engineering tests show that a single anchoring component 420 can withstand a vertical tensile force of 200–500 kN (depending on specifications), far exceeding traditional methods. The single-point fixing method, along with the fasteners installed on the outside of the claws, allows operators to directly tighten or loosen them below the arch 100mm, ensuring high construction safety. Disassembly leaves no permanent marks and causes no damage to the steel beam. Multiple such anchoring components, spaced 420mm apart, are connected to the connecting plate, further dispersing the concentrated load in the central area and significantly improving the overall stability of the central anchor point. This effectively solves the technical problems of concentrated stress on the main beam at the highest point of the arch 100mm, limited space, and difficulty in forming a reliable and stable anchor in existing technologies, providing a solid and reliable structural foundation for the subsequent transmission of radially uniform counterweight.

[0047] In one embodiment, the first fastener 422 includes two fastening clips 423, which are arranged opposite to each other and engaged on the flange of the first steel beam 200. Each of the two fastening clips 423 has a plurality of through holes arranged in an array. The first fastener 422 is a fastening bolt, and the number of fastening bolts is the same as the number of through holes and they are arranged in a one-to-one correspondence to fasten the two fastening clips 423 to the first steel beam 200.

[0048] Specifically, the first fastener 422 includes two fastening clips 423 and multiple fastening bolts. The two fastening clips 423 are arranged opposite each other, located on the outer sides of the two arms of the first anchoring claw 421. Each fastening clip 423 is made of steel plate with a thickness of not less than 20mm, and its inner side fits against the outer side of the first anchoring claw 421, while the outer side remains flat. Each fastening clip 423 has multiple rows of through holes arranged in an array. The diameter of the through holes is usually 22-30mm (depending on the bolt size). The number of through holes in each row is generally 6-10, and two or three rows are evenly distributed along the height direction of the clips. The positions of the through holes on the two fastening clips 423 on both sides are completely corresponding so that the bolts can pass through coaxially.

[0049] During installation, firstly, the first anchoring claw 421 is initially engaged with the flange of the first type steel beam 200 (H-shaped steel beam) as described above, so that the two arms of the claw cover the upper and lower surfaces of the flange respectively; then, the two fastening clips 423 are placed on the outside of the two arms of the claw respectively, so that each through hole coincides with the pre-reserved or naturally aligned installation position on the claw; then, the fastening bolts (preferably M20 to M30 high-strength bolts, strength grade 8.8 or 10.9) are inserted one by one from the outside of the fastening clip 423 on one side, passing through the through hole of the fastening clip 423 on that side, the corresponding position of the side arm of the first anchoring claw 421 (if the side arm of the claw has a pre-drilled installation hole, it is directly passed through; if no hole is drilled, the bolt is used to press the claw steel plate), and the corresponding through hole of the fastening clip 423 on the other side. Finally, a flat washer and nut are attached to the other side.

[0050] During the tightening of the nuts, operators typically use a diagonal, alternating, and gradual force application method. For example, all bolts are first pre-tightened to 20–30 N·m, and then the torque is gradually increased to the design value (commonly 200–600 N·m, depending on the bolt specifications and flange thickness) in 2–3 rounds. As the nuts are gradually tightened, the two fastening clips 423 press inward against the two arms of the first anchoring claw 421, causing the claw opening to continuously tighten until the inner side of the claw forms a high-pressure fit with the upper and lower surfaces of the H-beam flange. The static friction generated at the contact surface is sufficient to resist the radial tension applied by the subsequent connecting mechanism 500 and the dynamic loads during construction.

[0051] In one embodiment, when the flange width of the first type of steel beam 200 is large (≥500mm) or when further improvement in anti-slip capability is required, reinforcing ribs can be pre-welded or machined onto the inner surfaces of the two fastening clips 423, or auxiliary positioning pin holes can be added outside the through-hole array. The fastening clips 423 and the claws are initially positioned using auxiliary pins, and then the fastening bolts are inserted for final locking. This method can further reduce the difficulty of a single operation in confined spaces at high altitudes, and improve installation accuracy and reliability for repeated use.

[0052] Through a gradual tightening installation process, the two fastening clips 423 and the fastening bolts form a force-closed system of opposing clamping, ensuring that the clamping force is evenly distributed on both sides of the first anchoring claw 421, avoiding claw tilting or local deformation caused by unilateral force. The multi-row, multi-column through-hole array, combined with the combined action of multiple bolts, decomposes the clamping force into multiple independent force points, significantly reducing the bearing pressure of a single bolt while improving the overall anti-loosening ability. The large-area surface contact between the first anchoring claw 421 and the flange, combined with the multi-point high-pressure clamping of the high-strength bolts, far exceeds the bearing limit of traditional single-point or few-point fixing methods. All operations are completed below the arch crown by 100mm, without the need for overhead work or irreversible alterations to the main beam, ensuring high construction safety. During disassembly, only the nuts need to be loosened to completely remove all components, without causing any permanent damage or residual stress to the H-beam. This effectively solves the technical problems of easy slippage of the anchor point of the central main beam of the arch 100, local stress concentration, and difficult and irreversible installation in the existing technology, and provides a highly reliable and easy-to-install and disassemble stable foundation for the central anchoring mechanism 400, thereby ensuring the uniform and safe transmission of the subsequent radial counterweight force.

[0053] In one embodiment, the connecting member 430 includes a connecting plate that is connected to all anchoring members 420, and the connecting plate is provided with a plurality of connecting positions 410 that are spaced apart in the circumferential direction.

[0054] Specifically, the upper surface of the connecting plate (facing the arch 100) is fixedly connected to the bottom of all anchoring components 420 by high-strength bolts or welding. The specific connection process is as follows: connecting lugs (thickness equivalent to the connecting plate, width 100-200mm) are pre-welded or machined at the bottom of each anchoring component 420, and multiple mounting holes are opened on the lugs; the connecting plate is placed below all anchoring components 420, with its center aligned with the center line of the first type of steel beam 200, and then bolts are passed upward from the lower surface of the connecting plate through the mounting holes on the lugs, and flat washers and nuts are placed above the lugs. All anchoring components 420 are firmly fixed to the connecting plate by diagonally alternating and gradually tightening multiple times, forming an integral load-bearing structure.

[0055] The lower surface of the connecting plate (facing the ground) has multiple connection positions 410 evenly distributed circumferentially. Preferably, multiple connecting lugs are machined on the outer edge of the plate, and each lug is welded to the outer edge of the connecting plate at equal angular intervals (360° divided by the total number of connection positions 410) circumferentially. Each connecting lug has 1-2 connection holes (typically 30-50mm in diameter), with a sufficient safety distance between the center of the hole and the end of the lug to allow subsequent connecting mechanisms 500 (such as steel rope shackles, pins, or rope clamps) to pass through and secure it. The number of connection positions 410 is generally 12-32, determined based on the total counterweight and the requirement for uniform radial force distribution.

[0056] In one embodiment, when the number of connection positions 410 is large (≥24) or when it is necessary to further improve the bending stiffness of the connecting plate, the connecting plate can be changed to a regular polygonal structure (such as a regular dodecagon or regular hexagon), with each side corresponding to a connecting lug position; the lugs can be directly welded to the middle of each side of the polygon, further reducing stress concentration at the root of the lugs and improving the overall fatigue resistance. Another embodiment is to add reinforcing ring ribs to the circular connecting plate, that is, to weld concentric circular reinforcing ribs (rectangular or angle steel cross-section) to the middle and outer edge of the plate surface, so as to improve the out-of-plane stability of the connecting plate when subjected to multi-directional tensile forces, which is suitable for ultra-large diameter storage tanks or construction environments with large wind loads.

[0057] In this embodiment, the connecting plate, as the core force-gathering component of the central anchoring mechanism 400, reliably gathers the dispersed tensile forces borne by multiple spaced anchoring components 420 into a single integral component, avoiding local overload or eccentric force that may occur at a single connection point or a small number of connection points. The multiple connection positions 410, which are evenly spaced circumferentially, provide symmetrical and equally spaced force transmission starting points for the subsequent multiple connecting mechanisms 500, enabling the radial tensile force emanating from the center to achieve an initial uniform distribution in the circumferential direction, effectively reducing the uneven circumferential counterweight force caused by angular deviations or insufficient numbers of connection points. The connecting plate and the anchoring components 420 are rigidly connected by bolts or welding, ensuring the continuity of stiffness during force transmission. Actual loading tests show that the overall rotational angular deformation of the connecting plate can be controlled within 0.3°, significantly improving the overall anti-overturning capability of the central anchoring system. All connection positions 410 are located on the lower surface of the connecting plate, facilitating direct observation and operation of the installation and adjustment of the connecting mechanism 500 by on-site high-altitude workers, reducing construction difficulty and safety risks. The above arrangement systematically solves the technical problems of concentrated force in the central area of ​​the arch 100 and difficulty in achieving uniform radial loading in the circumferential direction in the existing technology from four aspects: uniform force distribution, stiffness of force transmission, symmetry of connection, and convenience of on-site operation. It provides a reliable structural guarantee for the stable arrangement of the subsequent connecting mechanism 500 and counterweight mechanism 600 and the smoothness of the entire lifting process.

[0058] In one embodiment, the connecting mechanism 500 includes multiple connecting steel ropes 510 and multiple dampers 520. The number of connecting steel ropes 510 is the same as the number of connecting positions 410 and they are arranged in a one-to-one correspondence. The number of dampers 520 is the same as the number of connecting steel ropes 510 and they are installed at the end of the connecting steel rope 510 away from the connecting position 410. The dampers 520 are connected to the corresponding counterweight mechanism 600.

[0059] Specifically, the counterweight device further includes multiple connecting steel ropes 510 and multiple dampers 520. The number of connecting steel ropes 510 corresponds one-to-one with the number of connection positions 410 on the connecting disc, typically ranging from 12 to 32, determined based on the diameter of the tank dome 100 and the total counterweight requirements. Each connecting steel rope 510 is made of high-strength galvanized steel wire rope (nominal tensile strength not less than 1770MPa), with a rope diameter generally ranging from 20 to 40mm. The length is calculated based on the actual vertical distance from the dome 100 to the counterweight mechanism 600 (commonly 15 to 40m), and both ends are pre-pressed or cast into steel wire rope joints.

[0060] During installation, the upper end of each connecting steel rope 510 is passed through the corresponding connecting ear plate of the connecting disc and secured with a matching pin or U-shaped rope clamp assembly. The pin is made of high-strength alloy steel (strength grade not lower than 10.9), with a diameter matching the connecting hole, and a cotter pin or threaded anti-loosening device at the end to ensure reliable and detachable connection. The lower end of the connecting steel rope 510 is then fixedly connected to the upper connecting end of the corresponding damper 520.

[0061] Each damper 520 is installed one-to-one with a connecting steel rope 510 at the end of the connecting steel rope 510 furthest from the connecting disc (i.e., the lower end). The damper 520 is preferably a hydraulic damper 520 or a viscous damper 520, with a connecting lug or threaded connection seat on its upper part, achieving a rigid connection with the lower end joint of the connecting steel rope 510 via a pin or thread. The lower part of the damper 520 is also equipped with a connecting lug or flange connection seat for fixing to the upper connection point of the counterweight mechanism 600. The damping coefficient of the damper 520 is pre-calibrated based on the expected maximum speed and acceleration range during the lifting process (common range is 50–300 kN·s / m), and the stroke is generally ±150–±300 mm to accommodate the small displacements and dynamic responses that may occur during the lifting of the arch 100.

[0062] In one embodiment, when the number of connecting steel ropes 510 is large (≥24) or the jacking height is large (>30m), a damper 520 with adjustable damping characteristics can be selected. That is, the damper 520 is equipped with a structure that can change the damping orifice area through an external adjustment valve, allowing the damping force to be adjusted in stages on site according to the actual jacking speed and wind load conditions (e.g., small damping at low speed and large damping at high speed) to further optimize the dynamic response characteristics. Another implementation is to use a combined damping unit, that is, to install a main damper 520 and an auxiliary spring limiter in series on the path of a single connecting steel rope 510. The main damper 520 mainly dissipates vibration energy, while the auxiliary spring limiter provides a gradual increase in stiffness when the damper 520 approaches its limit, preventing the counterweight mechanism 600 from swinging or impacting excessively.

[0063] In this embodiment, multiple connecting positions 410 evenly distributed around the circumference of the connecting disc are connected one-to-one with the corresponding counterweight mechanism 600 by multiple connecting steel ropes 510. This allows the radial tension emitted by the central anchoring mechanism 400 to be initially evenly distributed according to a preset angle and number, avoiding the problems of uneven circumferential force, local overload, and excessive differences in steel rope inclination angle that are prone to occur in the traditional method of concentrated pulling with a single or a small number of steel ropes. During the lifting process of the arch 100, the damper 520 connected in series at the lower end of each connecting steel rope 510 can dissipate part of the kinetic energy through viscous damping or hydraulic damping when the counterweight mechanism 600 experiences relative vibration or speed differences due to wind load, air pressure fluctuations, or asynchronous lifting. This rapidly converts the high-frequency or medium-frequency vibration energy into high-frequency or medium-frequency vibration energy. The damper 520 dissipates heat energy, effectively suppressing the swing amplitude and acceleration peak of the counterweight mechanism 600 (actual field monitoring data shows that the swing amplitude of the counterweight can be reduced by 60% to 85% under the action of the damper 520). The series arrangement of the damper 520, the connecting steel rope 510, and the counterweight mechanism 600 gives the entire radial force transmission path a certain degree of flexible buffering capacity, avoiding the direct transmission of instantaneous impact loads that may be caused by a purely rigid connection to the central anchoring mechanism 400 or the first type of steel beam 200, significantly reducing the risk of local stress peaks and fatigue damage. At the same time, the detachable connection structure of the damper 520 facilitates on-site replacement or maintenance, and all operations can be completed on the plane where the counterweight mechanism 600 is arranged, without having to enter the dangerous area at the height of 100 meters above the arch. The above arrangement systematically solves the technical problems of circumferential imbalance, violent swaying, excessive impact load, and fatigue damage of the central anchor point in the existing technology during the air jacking of the dome of large storage tanks from four aspects: uniform force distribution, dynamic response control, impact load isolation, and convenient construction and maintenance. It provides reliable connection and vibration reduction guarantee for achieving stable, safe and precise overall jacking of the dome of 100.

[0064] In one embodiment, the counterweight mechanism 600 includes an anchoring component 610, a load-bearing component 620, and a counterweight block 630. The anchoring component 610 can be connected to any of the second type steel beams 300, and one end of the anchoring component 610 is disposed facing the inner wall of the arch 100. The side of the anchoring component 610 facing the inner wall of the arch 100 can be adsorbed onto the inner wall of the arch 100. The load-bearing component 620 is installed at the bottom of the anchoring component 610, and a load-bearing space is formed inside the load-bearing component 620. The counterweight block 630 is placed in the load-bearing space.

[0065] Specifically, the counterweight mechanism 600 includes an anchoring component 610, a load-bearing component 620, and a counterweight block 630. The anchoring component 610 adopts an electromagnetic chuck structure, with its main body being a rectangular or circular steel base plate. Multiple electromagnet units are fixedly installed on the side of the base plate facing the inner wall of the dome 100 (i.e., the upper surface). Each electromagnet unit consists of an iron core, a coil, and an outer protective shell. The end face of the iron core is exposed and flush with or slightly protruding from the upper surface of the base plate (protrusion ≤ 2mm). Multiple electromagnet units are evenly arranged in an array along the surface of the base plate (commonly 4×4 to 6×6 arrays). The total attraction force is pre-calibrated based on the weight of the counterweight block 630 and the safety factor (the attraction force of a single anchoring component 610 is typically 150–600kN). The electromagnet coil is wound with high-temperature resistant enameled wire, and the outer shell has a sealed waterproof structure with a waterproof aviation plug for on-site power control.

[0066] During installation, the anchoring component 610 is hoisted as a whole to the corresponding position below the second type of steel beam 300, so that its upper surface (electromagnet end face) is close to the surface of the steel plate on the inner wall of the arch 100. Then, the anchoring component 610 is lifted upwards and tightened using temporary hoisting ropes or jacks, so that the end face of the electromagnet is in full contact with the steel plate of the arch 100. The DC power supply (usually a 220V to 24V or 48V DC regulated power supply) is connected, and the electromagnet generates a strong magnetic field, which firmly attracts the anchoring component 610 to the steel plate on the inner wall of the arch 100. After the attraction is completed, the temporary hoisting tools are removed, and the lower end of the anchoring component 610 (the lower surface of the base plate) faces the ground, keeping it in a horizontal or slightly tilted state.

[0067] The load-bearing component 620 is fixedly installed at the bottom of the anchoring component 610. Specifically, the load-bearing component 620 adopts a frame structure welded from H-beams or channel steel. The top of the frame is connected to the lower surface of the bottom plate of the anchoring component 610 by high-strength bolts (bolt specifications M24~M36, spacing 150~250mm, using a diagonal alternating tightening method). The interior of the frame forms a rectangular or trapezoidal load-bearing space. The bottom of the space is covered with a steel plate with a thickness of not less than 10mm as a load-bearing base plate, and a surrounding steel plate with a height not less than that of the counterweight block 630 is set around it.

[0068] The counterweight blocks 630 are available in various forms, including precast concrete blocks, cast iron blocks, or stacked steel plates. Each block typically weighs between 1 and 5 tons and is arranged in sections according to the total counterweight requirements and the load-bearing capacity of a single counterweight mechanism 600. During installation, forklifts or small cranes are used to lift the counterweight blocks 630 one by one into the load-bearing space, stacking them neatly layer by layer. Thin steel plates or rubber pads are laid between layers to evenly distribute pressure and reduce localized stress. A safe distance (≥100mm) is maintained between the top surface of the uppermost counterweight block 630 and the top surface of the load-bearing component 620 enclosure to prevent accidental collisions.

[0069] In one embodiment, when there is localized rust, paint peeling, or slight unevenness on the inner wall surface of the arch 100, a replaceable high-permeability flexible magnetic conductive pad (3-8 mm thick, made of high-silicon steel sheets or ferrite rubber composite material) can be added to the upper surface of the electromagnetic chuck. This pad can automatically adapt to minor surface irregularities, increasing the actual contact area and effective suction force. At the same time, 4-8 auxiliary mechanical limiting bolts are added around the bottom plate of the anchoring component 610. After adsorption is completed, the ends of the bolts are tightened and pressed against the lower flange of the second type steel beam 300 to form double fixation, further improving the resistance to lateral slippage and overturning.

[0070] In this embodiment, the anchoring component 610 uses electromagnetic attraction to directly act on the inner wall steel plate of the arch 100, achieving reliable fixation with the second type of steel beam 300 through indirect connection. This eliminates the need for drilling holes, welding, or setting permanent connectors on the steel plate of the arch 100, avoiding any irreversible damage to the structure of the arch 100. The large-area, multi-point uniform attraction distribution of the electromagnet array significantly improves the adsorption and load-bearing capacity of a single counterweight mechanism 600, while controlling the compressive stress on the local steel plate of the arch 100 within the allowable range (usually ≤50MPa). The rigid connection between the load-bearing component 620 and the anchoring component 610 reliably transmits the attraction force to the area below the center of gravity of the counterweight block 630. The counterweight block 630 is placed in a closed load-bearing space, resulting in a low center of gravity and high stability, effectively suppressing lateral swaying and eccentric loading caused by wind load or air pressure pulsation during the lifting process. The segmented stacking method of the counterweight block 630 facilitates the gradual increase or decrease of the total counterweight according to the actual lifting stage, achieving precise graded control of the counterweight force. The above-described implementation method systematically solves the technical problems of existing large storage tank dome 100 air-lift counterweight systems, such as difficulty in achieving stable fixation on the inner wall of dome 100, easy damage to the base material, inconvenience in counterweight adjustment, and poor dynamic stability, from four aspects: adsorption reliability, non-destructive installation, uniform load transfer, and adjustable counterweight. It provides a flexible and efficient counterweight support foundation for the overall stable and safe lifting of dome 100.

[0071] In one embodiment, the anchoring component 610 includes a mounting plate 611, an adsorption member 612, a second anchoring claw 613, and a second fastener 614. The adsorption member 612 is mounted on the side of the mounting plate 611 facing the inner wall of the arch 100 and can adsorb onto the inner wall of the arch 100. The second anchoring claw 613 is spaced apart from the adsorption member 612 on the side of the mounting plate 611 facing the arch 100 and can engage with the flange of the second steel beam 300. The second fastener 614 is mounted on the second anchoring claw 613 and can fasten the second anchoring claw 613 to the second steel beam 300.

[0072] Specifically, the anchoring component 610 includes a mounting plate 611, an adsorption component 612, a second anchoring claw 613, and a second fastener 614.

[0073] The mounting plate 611 has its upper surface facing the inner wall of the arch 100 as the mounting reference surface for each functional component. Multiple sets of threaded mounting holes and positioning pin holes are pre-arranged for the precise positioning and connection of each component. The lower surface of the mounting plate 611 (facing the ground) is machined with bolt group mounting holes for connection with the load-bearing component 620.

[0074] The suction element 612 is installed on the upper surface of the mounting plate 611 facing the inner wall of the arch 100. Preferably, the suction element 612 is an array of multiple electromagnetic chuck units. Each unit consists of an iron core, a coil, a magnetically conductive outer shell, and a protective cover. The rated suction force of a single chuck is generally 15–60 kN, and the total suction force is determined based on the total weight and safety factor (common single-set total suction force is 200–800 kN). The chuck units are mostly circular or rectangular in shape, with exposed end faces that are basically flush with or slightly convex (protrusion ≤ 3 mm) to the upper surface of the mounting plate 611. Appropriate gaps are left between each unit to accommodate the possible slight curvature of the arch 100 steel plate. The chuck coil is wound with high-temperature resistant enameled wire, the outer shell has a waterproof sealing structure, and the control cable is uniformly led out through a waterproof connector. During installation, each suction cup unit is placed on the upper surface of the mounting plate 611 according to the pre-defined array position. Countersunk bolts or high-strength bolts are then inserted from the lower surface of the mounting plate 611 and tightened into the threaded holes of the suction cup base to form a firm connection.

[0075] The second anchoring claw 613 is spaced apart from the suction element 612 and is also installed on the upper surface of the mounting plate 611, but its position is biased towards the outer periphery of the mounting plate 611 (usually near the four corners or the middle of the long side) to form a spatially complementary arrangement with the suction cup array. The second anchoring claw 613 adopts a U-shaped or C-shaped opening structure, and is formed by hot bending or multi-plate welding of high-strength steel plate with a thickness of not less than 35mm. The opening faces the flange direction of the second type steel beam 300, and the opening width is 3-6mm larger than the flange thickness. The inner sides of both arms are machined flat and wear-resistant liners or elastic buffer pads can be added as needed. The claw body is fixed to the upper surface of the mounting plate 611 through the bottom connecting flange. The connection method is a group of multiple rows of high-strength bolts (M24-M36, strength grade 10.9 or above). The bolts are tightened diagonally in stages to ensure a rigid connection between the claw and the mounting plate 611 without gaps.

[0076] The second fastener 614 is installed on the second anchoring claw 613 to reliably lock it to the flange of the second steel beam 300. In a preferred embodiment, the second fastener 614 comprises two opposing clamping plates and multiple high-strength bolts passing through them. The two clamping plates are respectively positioned on the outer sides of the two arms of the second anchoring claw 613. Each plate is 20-40 mm thick, with its inner surface fitting against the claw arm and its outer surface flat. Multiple rows of through holes (6-14 holes per row, 22-36 mm in diameter) are provided on the plates along the height direction, with the holes on both sides strictly aligned. Through holes are pre-machined at corresponding positions on the two arms of the second anchoring claw 613, or the bolts are used to press the plates into place during installation. The high-strength bolts pass sequentially through one side of the clamping plate, the claw arm, and the other side of the clamping plate, with a spherical self-centering washer, a flat washer, and a high-strength nut on the opposite side. When tightening, use a torque wrench to gradually increase the force in 3 to 5 turns until the designed preload is reached (the preload of a single bolt is usually 200 to 600 kN), so that the jaw openings continue to tighten and form a high-pressure surface contact with the flange.

[0077] In one embodiment, when the flange of the second type steel beam 300 is wider or the surface condition of the steel plate of the arch 100 on site is more complex, the following modification can be adopted: In addition to the electromagnetic chuck array, the adsorption component 612 can also be equipped with 2 to 4 vacuum chuck units (each unit is equipped with an independent vacuum generator and sealing strip) on the edge area of ​​the upper surface of the mounting plate 611 to form a composite adsorption system with the electromagnetic chuck to deal with local non-magnetic coatings or severely corroded areas; the number of the second anchoring claws 613 can be increased from 4 to 6 to 8 per set of devices, and they are evenly distributed along the circumference of the mounting plate 611 to further disperse the clamping stress and improve the overall anti-overturning moment capability.

[0078] In this embodiment, the mounting plate 611 serves as a unified installation reference, integrating the two different fixing methods, the adsorption component 612 and the second anchoring claw 613, into the same component. This achieves a reliable connection with the inner wall steel plate of the arch 100 and the flange of the second type steel beam 300 simultaneously. The adsorption component 612 utilizes a large-area, multi-unit, uniformly distributed electromagnetic (or composite) attraction force to directly act on the steel plate of the arch 100, providing the main vertical pull-out bearing capacity without damaging the base material. The second anchoring claw 613 and the second fastener 614 form a high-preload surface contact constraint on the flange of the second type steel beam 300 through mechanical clamping, providing strong resistance to lateral slippage and torsion. The two fixing methods are spatially complementary and functionally redundant, enabling a single set of anchoring components 610 to maintain sufficient stability by mechanical clamping even in the event of sudden failure of the attraction force or abnormal condition of a local steel plate, thus avoiding the risk of the entire counterweight device falling. The entire anchoring process requires no drilling, welding, or permanent modification to the 100mm steel plate or steel beam at the arch top. Installation and disassembly are reversible, significantly improving construction safety, structural integrity protection, and ease of maintenance. The above implementation method systematically solves the technical problems of existing large storage tank arch top counterweight anchoring methods—namely, their susceptibility to failure, significant damage to the base material, and lateral instability under dynamic conditions—from four aspects: composite fixing reliability, failure backup capability, non-destructive construction characteristics, and lateral stability. It provides a highly reliable, redundant, and adaptable anchoring foundation for the counterweight device throughout the entire arch lifting process.

[0079] In one embodiment, the load-bearing component 620 includes a connecting plate 621, a load-bearing frame 622, and a locking member 623. The connecting plate 621 is mounted on the mounting plate, the load-bearing frame 622 is connected to the connecting plate 621, a load-bearing space is formed inside the load-bearing frame 622, and a horizontal hole is provided on the load-bearing frame 622. The locking member 623 can pass through the horizontal hole and lock the counterweight 630 to the load-bearing frame 622.

[0080] Specifically, the load-bearing component 620 includes a connecting plate 621, a load-bearing frame 622, and a locking component 623. The upper surface of the connecting plate 621 is fixedly connected to the bottom of the second anchoring claw 613 by a group of high-strength bolts. The specific connection process is as follows: a connecting boss or connecting flange is pre-welded or machined on the bottom of the second anchoring claw 613, and multiple rows of mounting holes are opened on the boss; through holes are also opened at corresponding positions on the connecting plate 621. The connecting plate 621 is placed under the claw, and after aligning the two sets of holes, high-strength bolts (specifications M24 to M36, strength grade 10.9 or above) are inserted. The bolts pass through the connecting plate 621 and the boss from bottom to top. A flat washer and nut are placed on top of the boss, and the connecting plate 621 and the second anchoring claw 613 are formed into a rigid whole by a diagonal step-by-step tightening method.

[0081] The load-bearing frame 622 is connected to the lower surface of the connecting plate 621. The load-bearing frame 622 is preferably a rectangular frame structure welded from H-beams, channel steel, or square tubing. Connecting flanges (thickness not less than 16mm, width 150-250mm) are provided around the top of the frame, with mounting holes on the flanges corresponding to the lower surface of the connecting plate 621. The load-bearing frame 622 is hoisted below the connecting plate 621, so that the flanges fit snugly against the lower surface of the connecting plate 621. The load-bearing frame 622 is then firmly fixed to the lower surface of the connecting plate 621 using another set of high-strength bolts (the same or slightly smaller in size as the upper connecting bolts). The interior of the load-bearing frame 622 encloses a load-bearing space. The bottom of the space is covered with a 12-20mm thick steel perforated plate or solid steel plate as a load-bearing base. The space is enclosed by vertical partitions (thickness 10-16mm, height determined by the total height of the counterweight 630, typically 1.5-2.8m), forming a closed or semi-closed box-shaped load-bearing cavity. Multiple rows of through holes, referred to as horizontal holes, are symmetrically made along the horizontal direction on the opposite side panels of the load-bearing frame 622. The horizontal holes are usually circular through holes (40-80mm in diameter), with 2-4 rows on each side panel, 4-8 holes in each row, and a hole spacing of 150-300mm. The center of the hole is kept at a sufficient safe distance from the top and bottom edges of the panel and adjacent holes. The axis of all horizontal holes is kept at the same horizontal height and runs through the entire width of the load-bearing frame 622.

[0082] Locking member 623 is used to fix counterweight 630 inside load-bearing frame 622. Preferably, locking member 623 is a high-strength round steel locking rod or an alloy steel through-bolt, with a rod diameter matching the diameter of the horizontal hole (usually 2-5 mm smaller than the hole diameter) and a length slightly larger than the width of load-bearing frame 622 (150-300 mm exposed at each end). During installation, counterweight 630 is first hoisted into load-bearing frame 622 layer by layer and stacked neatly. Thin steel plates or rubber pads can be laid between each layer to evenly distribute force. After the counterweight 630 is stacked to the predetermined height, multiple locking members 623 are inserted one by one through the horizontal hole on one side of load-bearing frame 622, passing sequentially through the corresponding through holes reserved on each layer of counterweight 630 (the counterweight 630 has pre-embedded or reserved transverse through holes matching the horizontal hole position during casting or processing), until they emerge from the corresponding horizontal hole on the other side of load-bearing frame 622. The exposed ends of the locking component 623 are respectively equipped with high-strength nuts, spherical washers, and cotter pins, or a double anti-loosening fixation is achieved by using threaded ends, locking nuts, and anti-loosening cotter pins. When tightening the nuts, a diagonal alternation and multiple gradual force application method is used to generate sufficient axial preload in the locking component 623, clamping and fixing all counterweights 630 inside the load-bearing frame 622.

[0083] In one embodiment, when the counterweight 630 is stacked in multiple layers and the thickness of a single layer is large (≥800mm) or when higher vibration resistance is required on site, multiple locking components 623 can be added to the horizontal hole arrangement of the load-bearing frame 622. That is, 2 to 3 sets of horizontal hole groups of different heights are set in the height direction of the load-bearing frame 622, and each set of holes corresponds to one or two layers of counterweight 630 with the locking component 623 passing through independently, forming a layered independent locking system; or the locking component 623 can be replaced with a threaded tie rod assembly with adjustable preload function, that is, a coarse thread section is set at one end of the locking component 623, equipped with a rotatable adjusting nut and a locking nut, allowing the preload force to be finely adjusted on site according to the actual compression of the counterweight 630, further reducing the risk of loosening between layers.

[0084] In this embodiment, through a specific structure and a layer-by-layer stacking and through-locking installation process, the connecting plate 621 serves as a rigid transition member between the load-bearing component 620 and the anchoring component 610, reliably transmitting the clamping force of the second anchoring claw 613 downwards to the load-bearing frame 622, ensuring the continuity of the overall structural rigidity. The load-bearing frame 622 forms a stable box-shaped load-bearing unit through a rigid connection between multiple bolt groups and the connecting plate 621, providing a closed and restricted placement space for the counterweight 630, effectively preventing the counterweight 630 from lateral slippage or tipping during the lifting process. The combination of multiple rows of through horizontal holes and the locking element 623 ensures that the locking element... Locking element 623 can pass through multiple counterweight blocks 630 simultaneously and form a rigid constraint with the supporting frame 622. The axial clamping force generated after pre-tightening compresses all counterweight blocks 630 into a whole, which greatly improves the overall resistance to lateral displacement and overturning of counterweight blocks 630 (actual loading tests show that the horizontal displacement of the counterweight blocks 630 relative to the supporting frame 622 under the action of locking element 623 can be controlled within 5mm). The through-type arrangement of locking element 623 allows for quick insertion and removal without disassembling the upper structure, which facilitates the addition or reduction of the number of counterweight blocks 630 according to different stages of lifting, and realizes precise adjustment of counterweight force in stages. The above arrangement systematically solves the technical problems of lateral slippage, interlayer loosening, difficulty in adjusting the counterweight, and insufficient overall stability of the existing technology in terms of structural stiffness transmission, counterweight constraint reliability, layered adjustability, and construction operation convenience. It provides a high-load-bearing, high-stability, and easily dynamically adjustable load-bearing foundation for the counterweight mechanism 600, thereby ensuring the safe, uniform, and reliable transmission of radial counterweight force throughout the entire lifting process.

[0085] Based on the same technical concept, in a second aspect, the present invention also proposes a counterweight system for 100-degree air jacking of the dome of a large storage tank, including the counterweight device of the first aspect.

[0086] Specifically, the overall arrangement of the counterweight system is as follows: After the installation of the first type of steel beam 200 and the second type of steel beam 300 in the arch 100 steel structure is completed and a stable grid system is formed, multiple sets of counterweight devices are hoisted to the positions corresponding to the second type of steel beam 300 below the arch 100 using an aerial hoisting platform or a rail-mounted crane. The second anchoring claw 613 of each counterweight device is aligned with the flange of the selected second type of steel beam 300, and the engagement and step-by-step pre-tightening of the high-strength bolt group are completed according to the aforementioned installation steps, so that the anchoring component 610 and the second type of steel beam 300 form a reliable mechanical connection. After the fixing is completed, the load-bearing frame 622 is suspended below the anchoring component 610 through the connecting plate 621, and then the prefabricated counterweight blocks 630 (concrete blocks, cast iron blocks, or steel plate stacks) are hoisted in layers. After each layer is stacked, locking pieces 623 are inserted and pre-tightening force is applied until the total design counterweight of the device is reached.

[0087] Multiple sets of counterweight devices are evenly distributed along the 100° circumference of the arch, typically one set every 10°–30° radially (total quantity 12–36 sets). The upper ends of the connecting steel ropes 510 of each set of counterweight devices are fixed to the corresponding connection positions 410 of the connecting discs around the central anchoring mechanism 400, and the lower ends are connected in series with dampers 520 and then connected to the top fixed point of the corresponding counterweight device's load-bearing frame 622. The length of all connecting steel ropes 510 is precisely cut according to the actual vertical distance from each point to the connecting disc and pre-stretched to ensure that the initial sag of each rope is consistent and the initial tension is balanced. When installing the dampers 520, the upper lug of the damper 520 is first connected to the lower connector of the connecting steel rope 510 through a pin, and the lower lug is connected to the pre-reserved connecting seat at the top of the load-bearing frame 622 through another set of pins or high-strength bolts. The axis of the damper 520 is kept as vertical as possible or collinear with the axis of the steel rope.

[0088] In one embodiment, when the tank diameter is large (≥80m) or the lifting height is high (>25m), a zoned counterweight strategy can be adopted, that is, the entire arch 100 is divided into 3 to 4 relatively independent counterweight zones, with 8 to 12 sets of counterweight devices in each zone. The total counterweight in each zone is calculated and distributed independently based on the weight of the arch 100 steel structure and the air cushion pressure distribution in that zone. The mechanical coordination between the zones is achieved through the central anchoring mechanism 400, but the addition or reduction of the counterweight block 630 and the on-site adjustment of the damping coefficient of the damper 520 can be carried out independently in each zone to adapt to the local air pressure unevenness or steel structure stiffness differences that may occur during the lifting process.

[0089] When the counterweight system is put into use, compressed air is first slowly injected into the air cushion under the arch through the central inflation system. As the air pressure gradually increases, the steel structure of the arch begins to rise slowly. At this time, the gravity of each counterweight device is transmitted to the central anchoring mechanism in sequence through connecting steel ropes and dampers, forming a radially balanced force system with the buoyancy of the lifting. During the lifting process, if wind load, air pressure pulsation, or local asynchronous lifting causes relative vibration of the counterweight devices, the dampers connected in series on each connecting steel rope path will quickly dissipate the vibration energy through viscous or hydraulic damping, significantly reducing the swing amplitude and peak acceleration of the counterweight devices. At the same time, the multi-layer counterweight blocks inside each counterweight device are clamped together by locking components to form a whole. The box-shaped closed structure of the load-bearing frame further constrains the lateral displacement of the counterweight blocks, ensuring that the gravity is always stably transmitted along the design direction.

[0090] Through the implementation process of circumferentially uniform arrangement of multiple sets of counterweight devices, step-by-step fixed installation, layered counterweight loading, damping series vibration reduction, and independent adjustment of zones, this counterweight system achieves spatial uniform distribution of total counterweight force, effective suppression of vibration during dynamic processes, precise staged control of counterweight weight, and non-destructive operation throughout the installation and disassembly process. Multiple technical measures, such as reliable clamping of each counterweight device to the second type of steel beam, flexible connection with the connecting steel rope, energy dissipation of the damper, and overall constraint of the locking components, work together to systematically solve the technical problems of circumferential force imbalance, violent swaying of counterweight devices, difficulty in graded adjustment of counterweight force, and irreversible damage to the arch steel structure in existing large storage tank dome air-lift counterweight systems, addressing four core aspects: uniform force distribution, dynamic stability, counterweight adjustability, and structural non-destructiveness. This provides a complete, efficient, and reliable counterweight guarantee system for achieving stable, safe, and precise lifting of the overall dome of large storage tanks.

[0091] The above description is merely an exemplary embodiment of the present invention and does not limit the scope of the present invention. Any equivalent structural transformations made based on the technical concept of the present invention and the contents of the specification and drawings of the present invention, or direct / indirect applications in other related technical fields, are included within the protection scope of the present invention.

Claims

1. A counterweight device for air jacking of a large storage tank dome, the storage tank dome comprising a first steel beam located at the highest position of the inner wall of the dome and a plurality of second steel beams spaced circumferentially along the inner wall of the dome, wherein the curvature of all the second steel beams is consistent with the curvature of the dome, and the high end of all the second steel beams is connected to the first steel beam, characterized in that, The counterweight device includes: A central anchoring mechanism is detachably mounted on the first steel beam and located below the arch. The central anchoring mechanism has multiple connection positions distributed circumferentially on it. Multiple connecting mechanisms, the number of which is the same as the number of connecting positions and they are connected one-to-one, and all the connecting mechanisms radiate outward along the radial direction of the vault. Multiple counterweight mechanisms are provided, with the number of counterweight mechanisms being the same as the number of connecting mechanisms and connected in a one-to-one manner. Each counterweight mechanism is snapped between any two adjacent second-type steel beams, and all counterweight mechanisms are suspended inside the arch.

2. The counterweight device for pneumatic jacking of the dome of a large storage tank as described in claim 1, characterized in that, The first type of steel beam is an H-beam; The central anchoring mechanism includes: At least two anchoring components, all of which can engage and anchor to the flange of the first steel beam, all of which are spaced apart from each other on the first steel beam and are located below the arch; and, A connecting component is mounted on the bottom of the anchoring component and connected to all the anchoring components, and the connecting component has a plurality of connection positions distributed circumferentially thereon.

3. The counterweight device for pneumatic jacking of the dome of a large storage tank as described in claim 2, characterized in that, The anchoring component includes: The first anchoring claw engages with the flange of the first steel beam; and, The first fastener is installed on the first anchoring claw and can fasten the first anchoring claw to the first steel beam.

4. The counterweight device for pneumatic jacking of the dome of a large storage tank as described in claim 3, characterized in that, The first fastener includes two fastening clips, which are arranged opposite to each other and engaged on the flange of the first steel beam. Each of the two fastening clips has a plurality of through holes arranged in an array. The first fastener is a fastening bolt, and the number of the fastening bolts is the same as the number of the through holes and they are arranged in a one-to-one correspondence to fasten the two fastening clips to the first steel beam.

5. The counterweight device for pneumatic jacking of the dome of a large storage tank as described in claim 2, characterized in that, The connecting component includes a connecting plate, which is connected to all the anchoring components, and the connecting plate has a plurality of connecting positions distributed circumferentially.

6. The counterweight device for pneumatic jacking of the dome of a large storage tank as described in any one of claims 1 to 5, characterized in that, The connecting mechanism includes: Multiple connecting steel ropes, wherein the number of connecting steel ropes is consistent with the number of connecting positions and they are arranged in a one-to-one correspondence; and... Multiple dampers are provided, the number of which is the same as that of the connecting steel ropes and they are installed one-to-one at the end of the connecting steel ropes away from the connection position, and the dampers are connected to the corresponding counterweight mechanisms.

7. The counterweight device for pneumatic jacking of the dome of a large storage tank as described in any one of claims 1 to 5, characterized in that, The counterweight mechanism includes: An anchoring component, which can be connected to any of the second type of steel beam, and one end of the anchoring component is disposed facing the inner wall of the arch, and the side of the anchoring component disposed facing the inner wall of the arch can be adsorbed onto the inner wall of the arch; A load-bearing component, wherein the load-bearing component is installed at the bottom of the anchoring component, and a load-bearing space is formed within the load-bearing component, and, A counterweight is placed within the load-bearing space.

8. The counterweight device for pneumatic jacking of the dome of a large storage tank as described in claim 7, characterized in that, The anchoring component includes: Mounting plate; An adsorption element is installed on the side of the mounting plate facing the inner wall of the dome, and the adsorption element can adsorb onto the inner wall of the dome. The second anchoring claw, spaced apart from the adsorption element, is located on the side of the mounting plate facing the arch. The second anchoring claw can engage with the flange of the second steel beam. The second fastener is installed on the second anchoring claw and can fasten the second anchoring claw to the second steel beam.

9. The counterweight device for pneumatic jacking of the dome of a large storage tank as described in claim 8, characterized in that, The load-bearing components include: A connecting plate, which is mounted on the mounting plate; A load-bearing frame, connected to the connecting plate, forming a load-bearing space within the load-bearing frame, and having a horizontal hole penetrating the load-bearing frame; and... A locking element that can pass through the horizontal hole and lock the counterweight block to the load-bearing frame.

10. A counterweight system for pneumatic jacking of the dome of a large storage tank, characterized in that, Includes the counterweight device as described in any one of claims 1 to 9.

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