Anti-seismic structure system of tower type equipment

Abstract

The invention relates to the field of thermal power generation, and discloses an anti-seismic structure system of tower type equipment. Comprising a peripheral steel-concrete combined frame structure arranged on the outer side of the metal tower and used for supporting the metal tower, and the peripheral steel-concrete combined frame structure comprises concrete lateral force resisting components vertically located at the four corners of the periphery of the washing absorption metal tower and multiple layers of trusses connected with the adjacent concrete lateral force resisting components; and the height of each layer of truss corresponds to that of the packing layer. The shear wall is arranged on the outer side face of the concrete lateral force resisting component, is connected with the concrete lateral force resisting component to form a whole and extends in the height direction, and the shear wall is configured to bear stress generated by wind load and earthquake action together with the concrete lateral force resisting component and the supporting component, so that the metal tower is connected to each layer of truss; the supporting members are connected with the trusses on the premise that the supporting members do not penetrate through the metal tower wall, so that the load of each filler layer is transmitted to the peripheral steel-concrete combined frame structure through the supporting members.

Description

Technical Field

[0001] This application relates to the field of thermal power generation, specifically to a seismic-resistant structural system for tower equipment. Background Technology

[0002] With economic development and increased attention to climate change, CCUS (Carbon Capture, Utilization, and Storage) has seen rapid growth in existing thermal power plants. However, the overall layout of CCUS projects in existing thermal power plants is often constrained by site limitations, making it impossible to design separate water scrubbing towers and absorption towers as is common practice. Currently, absorption towers and water scrubbing towers in thermal power plants are generally arranged independently, using traditional freestanding metal towers. This approach has several drawbacks: independent placement of absorption and scrubbing towers occupies more space, increasing project land requirements; the height of the independent freestanding design of absorption and scrubbing towers is limited; the tower walls of independent freestanding designs are thicker; and the need for piping supports increases costs. Furthermore, combining the two towers (water scrubbing and absorption) results in a large tower volume, height, and heavy loads on internal packing and piping, making traditional freestanding metal towers unsuitable. In areas with significant seismic activity, the increased tower height and external loads often make conventional external frame structures insufficient to meet seismic requirements. Summary of the Invention

[0003] The purpose of this application is to provide a seismic-resistant structural system for tower equipment that can meet seismic requirements when the washing tower and absorption tower are combined into one unit.

[0004] This application discloses a seismic-resistant structural system for a tower-type equipment, wherein the tower-type equipment is a water-washing absorption metal tower, the metal tower including a water-washing section and an absorption section along its height, and at least one layer of packing material disposed within the tower, comprising: An outer steel-concrete composite frame structure is installed on the outside of the metal tower and is used to support the metal tower. The outer steel-concrete composite frame structure includes concrete lateral force resisting members located vertically at the four corners of the outer periphery of the water washing and absorption metal tower, and multi-layer trusses connecting adjacent concrete lateral force resisting members. The height of each layer of the truss corresponds to the height of the filler layer. Shear wall is disposed on the outer side of the concrete lateral force resisting member and connected to the concrete lateral force resisting member to form an integral part and extending along the height direction. The shear wall is configured to bear the stress generated by wind load and seismic action together with the concrete lateral force resisting member. A supporting member connects the metal tower to the truss of each layer. The supporting member is connected to the truss without penetrating the metal tower wall, so that the load of each filling layer is transferred to the outer steel-concrete composite frame structure through the supporting member.

[0005] In a preferred embodiment, the shear wall is a reinforced concrete shear wall, which is formed by layered casting along the height direction, and adjacent casting layers are connected by steel bars in the wall body to form a continuous wall.

[0006] In a preferred embodiment, the shear wall and the concrete lateral force resisting member enclose a vertical space for arranging an elevator shaft and / or a maintenance shaft.

[0007] In a preferred embodiment, the shear wall is installed when the preset seismic fortification conditions are met and / or the height of the tower equipment exceeds a preset height threshold, so as to improve the lateral stiffness and seismic performance of the outer steel-concrete composite frame structure.

[0008] In a preferred embodiment, when the seismic fortification intensity of the project site is 7 degrees, the preset height threshold is 50m; when the seismic fortification intensity of the project site is 6 degrees, the preset height threshold is 55m.

[0009] In a preferred embodiment, the lower layer of the shear wall has vertical reinforcing bars pre-installed at its top, which extend into the upper layer and connect with the vertical reinforcing bars of the upper layer.

[0010] In a preferred embodiment, at at least one elevation corresponding to each layer of the truss, the concrete lateral force resisting member is provided with a connection area for connection to the truss, and the truss is connected to the connection area.

[0011] In a preferred embodiment, the thickness of the shear wall is 250mm-300mm.

[0012] In a preferred embodiment, each layer of the shear wall includes a first shear wall segment, a second shear wall segment, a third shear wall segment, and a fourth shear wall segment respectively disposed on the four sides of the concrete lateral force resisting member. The first shear wall segment, the second shear wall segment, the third shear wall segment, and the fourth shear wall segment are connected and enclosed at the corners of the concrete lateral force resisting member to form a closed structure in the top view.

[0013] In a preferred embodiment, a single concrete lateral force resisting member comprises four vertical members and connecting members, the connecting members connecting adjacent vertical members to enclose and form the concrete lateral force resisting member.

[0014] In a preferred embodiment, the truss includes an upper chord, a lower chord, and a plurality of connecting rods connecting the upper chord and the lower chord.

[0015] In a preferred embodiment, the concrete lateral force resisting members at the four corners and the truss form a rectangular frame structure in a top view.

[0016] In a preferred embodiment, the support member of each of the packing layers includes an inner support member located inside the metal tower and an outer support member located outside the metal tower. The inner support member is used to provide support for the packing layer inside the metal tower, and the outer support member is used to provide support for the packing layer outside the metal tower. The inner support member and the outer support member clamp the tower wall of the metal tower relative to each other, so that the tower wall is sandwiched between them and connected to each other. In this way, the load of the filler layer is transferred from the inner support member to the outer support member and further to the outer steel-concrete composite frame structure without penetrating the tower wall. The tower wall only bears the local pressure generated by the clamping action and does not bear the load of the filler layer.

[0017] In a preferred embodiment, the external support member includes a load-bearing beam, the outer end of which is supported by a support bracket mounted on a vertical member of the truss, the support bracket being positioned toward the metal tower, so that the load of the filler layer is transferred to the outer steel-concrete composite frame structure via the support member and the support bracket.

[0018] In a preferred embodiment, a plurality of bearing beams are provided at a height corresponding to each of the packing layers, and the plurality of bearing beams are spaced apart along the four sides of the water washing absorption metal tower.

[0019] In a preferred embodiment, the upper surface of the supporting bracket body has a contact layer for supporting the load-bearing beam, and a cover plate is provided above the contact layer. The distance between the cover plate and the contact layer is used to accommodate the load-bearing beam to limit the displacement of the load-bearing beam in the vertical direction.

[0020] In a preferred embodiment, screw holes are provided at corresponding positions on the upper surface of the cover plate and the supporting beam, and the cover plate is detachably connected to the supporting beam by bolts passing through the screw holes.

[0021] In a preferred embodiment, the internal support member includes a stainless steel beam connected to the inner side of the metal tower wall, and the load-bearing beam welded to the corresponding position on the outer side of the metal tower wall. The load-bearing beam rests on the outer truss node or on the steel bracket.

[0022] In a preferred embodiment, the upper surface of the truss is covered with a grating, which is fixedly or detachably connected to the truss to form an inspection and maintenance platform for personnel passage and maintenance on the outer steel-concrete composite frame structure.

[0023] In a preferred embodiment, an auxiliary equipment support member is also provided on the outer steel-concrete composite frame structure to bear the load of the pipelines and auxiliary equipment inside the tower and transfer it to the outer steel-concrete composite frame structure.

[0024] In this embodiment, shear walls are further installed on the concrete lateral force resisting members at the four corners of the outer perimeter of the combined water washing tower and metal tower, forming an integral unit and extending along the height direction. This allows the shear walls and concrete lateral force resisting members to jointly form a continuous vertical lateral force resisting unit, which works in conjunction with the multi-layer trusses installed at the corresponding elevations of each filling layer to share the load. As a result, on the one hand, the lateral stiffness, torsional resistance, and overall stability of the outer structure under wind loads and seismic action can be significantly improved, which is especially suitable for the working conditions where the tower height increases, the center of gravity rises, and the horizontal forces are more sensitive after the two towers are combined. On the other hand, it can reduce the reliance on the frame or tower wall to bear the load, allowing heavy loads such as those on the filling layer inside the tower to be transferred to the outer structure more stably through the supporting members and trusses, thereby avoiding the need for the tower wall to be thickened to accommodate both heavy load bearing and stability requirements. Furthermore, the shear walls and concrete lateral force resisting members enclose a vertical space, and the shear walls on each floor are enclosed by multiple wall segments set on the four sides of the concrete lateral force resisting members to form a closed structure when viewed from above. At the same time, the concrete lateral force resisting members themselves are enclosed by multiple vertical members and connecting members to form an integral unit. This can transform the outer lateral force resisting structure from a general open frame into a closed vertical lateral force resisting unit, thereby significantly improving the lateral stiffness in two orthogonal directions, the overall torsional resistance, and the stability of the tall structure under wind loads and earthquakes. Meanwhile, the vertical space formed can also serve as an elevator shaft and / or maintenance shaft, thereby improving space utilization. Furthermore, shear walls are not installed in all working conditions, but only when the preset seismic fortification conditions are met and / or the height of the tower equipment exceeds the corresponding threshold. This allows the external structure to obtain higher lateral stiffness and seismic resistance under high-intensity or high-rise working conditions, while avoiding excessive configuration under lower height or lower fortification conditions, thus balancing structural safety and engineering economy.

[0025] The specification of this application contains numerous technical features distributed across various technical solutions. Listing all possible combinations of these technical features (i.e., technical solutions) would make the specification excessively lengthy. To avoid this problem, the various technical features disclosed in the above-described invention, the various technical features disclosed in the following embodiments and examples, and the various technical features disclosed in the accompanying drawings can be freely combined to form various new technical solutions (all of which are considered to have been described in this specification), unless such a combination of technical features is technically infeasible. For example, one example discloses feature A+B+C, and another example discloses feature A+B+D+E. Features C and D are equivalent technical means that serve the same function, and technically only one needs to be used; they cannot be used simultaneously. Feature E can technically be combined with feature C. Therefore, the solution A+B+C+D should not be considered as described because it is technically infeasible, while the solution A+B+C+E should be considered as described. Attached Figure Description

[0026] Figure 1 This is a structural schematic diagram of a seismic-resistant structural system for a tower device according to one embodiment of this application; Figure 2 This is a top view schematic diagram of the seismic-resistant structural system of a tower device according to one embodiment of this application; Figure 3 This is a side view schematic diagram of the connection relationship between an external support member and a truss according to one embodiment of this application; Figure 4 This is a top view schematic diagram of the connection relationship between an external support member and a truss according to one embodiment of this application; Figure 5 This is a side view schematic diagram of the connection relationship between an external support member and a truss according to one embodiment of this application. Detailed Implementation

[0027] In the following description, many technical details are presented to help the reader better understand this application. However, those skilled in the art will understand that the technical solutions claimed in this application can be implemented even without these technical details and various variations and modifications based on the following embodiments.

[0028] This application has at least the following advantages: 1. This invention provides a combined steel-concrete composite frame seismic structure system for a water washing / absorption tower. The load of each layer of filler inside the tower is transferred to the outer truss beam through the supporting components, and the pipeline load acts directly on the outer supporting structure system. This can effectively reduce the thickness of the internal metal tower wall, increase the tower capacity, reduce the project land use, and reduce project investment.

[0029] 2. This invention proposes that in areas with a seismic intensity of 7 degrees, when the tower height is greater than 50 meters, or in areas with a seismic intensity of 6 degrees, when the tower height is greater than 55 meters, a shear wall extending along the height direction should be introduced into the outer structure. This allows the shear wall and the corner concrete lateral force resisting members to work together to form a continuous vertical lateral force resisting unit, thereby solving the problem of insufficient seismic performance of existing two-tower combined towers under tall and heavy load conditions.

[0030] 3. The supporting structure system of this application can significantly improve the overall stability and load-bearing capacity of the two-tower integrated water washing and absorption metal tower, enabling it to achieve a construction height of approximately 94.8m in engineering applications.

[0031] To make the objectives, technical solutions, and advantages of this application clearer, the embodiments of this application will be described in further detail below with reference to the accompanying drawings.

[0032] This application relates to a seismic-resistant structural system for tower equipment, the structural diagram of which is shown below. Figure 1 and 2 As shown, the tower-type equipment is a water washing and absorption metal tower. The metal tower includes a water washing section and an absorption section along its height, and at least one layer of packing material disposed within the tower, including: An outer steel-concrete composite frame structure is set outside the metal tower and used to support the metal tower. The outer steel-concrete composite frame structure includes concrete lateral force resisting members located vertically at the four corners of the outer perimeter of the water washing and absorbing metal tower, and multi-layer trusses connecting adjacent concrete lateral force resisting members. The height of each truss layer corresponds to the height of the filler layer. Shear walls are installed on the outer side of concrete lateral force resisting members and are connected to the concrete lateral force resisting members to form an integral structure and extend along the height direction. The shear walls are configured to share the stress generated by wind loads and seismic actions with the concrete lateral force resisting members. Supporting members connect the metal tower to the trusses of each floor. The supporting members are connected to the trusses without penetrating the metal tower walls, so that the load of each filler layer is transferred to the outer steel-concrete composite frame structure through the supporting members.

[0033] In existing thermal power plant projects, absorption towers and washing towers are typically arranged independently, often employing self-supporting metal tower structures to perform the absorption and washing processes separately. This independent arrangement presents several challenges. First, it requires the separate installation of two towers and their foundations within the plant area, consuming significant space and increasing project land use and layout complexity. Second, as the height of the self-supporting metal tower increases, its structural design is often constrained by overall stability, wind loads, and seismic forces. To meet strength and stability requirements, it is usually necessary to increase the tower wall thickness or incorporate more reinforcing structures, leading to increased material consumption and higher manufacturing and installation costs. Furthermore, with separate absorption and washing towers, inter-tower connections and external pipelines typically require separate pipe supports and maintenance access, further increasing the overall system cost and on-site construction workload.

[0034] Against this backdrop, combining the water scrubbing tower and the absorption tower into one unit, integrating the water scrubbing section and the absorption section along the same height within the same tower body, is beneficial for reducing the number of towers and the floor space required. The process of this combined water scrubbing absorption metal tower requires that the flue gas and solution achieve sufficient contact, mass transfer, and entrainment control within the same tower body. Taking the scrubbing absorption tower as an example, the flue gas can enter the lower part of the carbon dioxide absorption section from the top outlet of the alkaline scrubbing section, contacting the composite amine solvent flowing downwards to remove more than 90% of the carbon dioxide from the flue gas. The amine solution after absorbing carbon dioxide forms a rich liquid and collects at the bottom of the absorption tower. A scrubbing section is set at the top of the absorption tower to capture the amine mist entrained in the flue gas and condense the moisture in the flue gas to maintain the system's water balance. The tail gas is scrubbed by the water scrubbing section and then discharged through the upper chimney. The scrubbing water is stored in a tank and cooled before being recycled back to the absorption section.

[0035] To achieve the above process, multiple functional units are usually arranged along the height direction inside the tower. For example, the water washing section can adopt a spray washing structure and be equipped with a gas distributor and a washing water spray layer. The alkali washing section can be equipped with alkali washing packing and distributor, as well as liquid / oil collecting components and a demister above them. The absorption section can be equipped with liquid collecting components, absorption packing, redistributors, interstage cooling distributors, lean liquid distributors, as well as amine recovery packing and spray washing layers at different elevations to meet the requirements of segmented mass transfer, redistribution, demisting and heat management.

[0036] When the washing tower and absorption tower are combined into one unit, the aforementioned process configuration creates multiple layers of packing and internal systems at various elevations within the tower, resulting in significant self-load and additional operational loads. Furthermore, the increased overall tower height exacerbates the lateral forces, bending moments, and torsional effects caused by wind loads and seismic activity. In this situation, if the external structure uses only a conventional frame design, it is often insufficient to meet the overall stability requirements of tall towers, especially under conditions with high seismic fortification requirements or large tower heights. This can easily lead to excessive lateral displacement, significant torsional effects, and insufficient overall seismic performance.

[0037] Therefore, the technical concept of this application is to further introduce shear walls extending along the height direction on the basis of the outer support system of the tower body, so that they work together with the concrete lateral resisting members at the outer corners to form a continuous vertical lateral force resisting unit, thereby enhancing the lateral stiffness, torsional resistance and stability of the overall structure under wind load and seismic action.

[0038] Based on the above concept, this application adds a shear wall to the outer steel-concrete composite frame structure outside the water washing and absorbing metal tower, forming an integral shear wall. This makes the outer structure a continuous lateral force resisting unit along the height direction. Combined with multi-layer trusses and supporting components that correspond to the elevation of the filling layer, the load inside the tower is transferred to the outer structure, thereby improving the overall stability and seismic performance of the two-tower integrated high-rise tower equipment under wind load and seismic action.

[0039] In some embodiments, the shear wall can be a reinforced concrete shear wall. Considering the overall height of the tower equipment and the continuous extension of the shear wall along the height direction, in order to balance construction feasibility, structural integrity, and layer-by-layer coordination with the external truss nodes, the shear wall is preferably constructed by layer-by-layer casting along the height direction. Specifically, the shear wall can be constructed layer by layer upwards according to a preset floor height, and adjacent casting layers are connected by continuous reinforcement bars within the wall to form an integral continuous wall.

[0040] After each layer of shear wall is poured, a portion of the vertical reinforcing bars are retained at the top surface of that layer and extend upwards. These extending bars are called vertical dowels. These vertical dowels are not arbitrarily placed construction reinforcement bars, but rather a continuation of the vertical reinforcing bar system of the lower layer. Their lower ends are anchored in the already poured concrete of the lower layer, while their upper ends penetrate into the area to be poured in the upper layer, connecting with the corresponding vertical reinforcing bars in the upper layer through lap splicing, binding, welding, or other methods. Thus, after the upper layer of concrete is poured, the vertical reinforcing bars of the lower layer, the vertical dowels, and the vertical reinforcing bars of the upper layer form a continuous vertical force transmission system.

[0041] The shear walls in this application are not universally implemented in all engineering scenarios, but rather selectively installed based on the seismic fortification conditions of the project site and the overall height of the tower equipment. When the seismic fortification requirements of the project site are high, or when the height of the tower equipment exceeds a preset height threshold, the lateral displacement, inter-story deformation, and torsional effects of the tower under wind loads and seismic action are usually more significant. The external steel-concrete composite frame structure may struggle to simultaneously meet the requirements of stiffness, stability, and deformation control relying solely on trusses and concrete lateral force resisting members. In this case, by adding shear walls extending along the height direction, connecting them with the concrete lateral force resisting members to form a unified structure and share the load, the lateral stiffness of the external structure in both principal axis directions can be effectively improved, enhancing the overall seismic resistance. Conversely, when the seismic fortification requirements of the project site are low and the height of the tower equipment does not exceed the preset height threshold, the external steel-concrete composite frame structure itself can meet the corresponding load-bearing and deformation control requirements. In this case, shear walls can be omitted, thereby saving construction costs.

[0042] As an example, in areas with a seismic intensity of 7, approximately 50m can be used as a reference control height for deciding whether to add the shear wall; in areas with a seismic intensity of 6, this reference control height can be increased to approximately 55m. This tiered approach ensures that the seismic resistance of the external structure matches the seismic requirements of the project site and the tower height, thus balancing structural safety and project economy.

[0043] Furthermore, in some embodiments, each layer of shear walls is not only provided on a single side of the concrete lateral force resisting member, but includes a first shear wall segment, a second shear wall segment, a third shear wall segment, and a fourth shear wall segment respectively provided on the four sides of the concrete lateral force resisting member. A single concrete lateral force resisting member is preferably a frame structure in plan view, including four vertical members and connecting members. The connecting members connect adjacent vertical members to enclose and form the frame structure. The first to fourth shear wall segments are arranged along the four sides of the concrete lateral force resisting member, and are connected to each other at the intersection corners of adjacent sides by the aforementioned vertical members, so that the layer of shear walls encloses and forms a closed structure in plan view. In some optional embodiments, a vertically penetrating cavity is formed within the closed structure, which can be used as a functional space, such as for accommodating elevator shafts and / or maintenance shafts.

[0044] In some embodiments, considering the large overall height of the tower equipment in this application (approximately 94.8m), the wall thickness of the shear wall is preferably 250mm to 300mm.

[0045] Based on the aforementioned peripheral lateral force resisting units, each layer of trusses, as layered load-bearing members arranged along the four sides of the tower, together with the concrete lateral force resisting members, constitutes the peripheral steel-concrete composite frame structure. The specific structure and arrangement of the trusses are described below.

[0046] In this application, each layer of trusses is arranged along the four sides of the metal tower and connected to the concrete lateral force resisting members at the adjacent corners. Specifically, the end of the truss near the corner forms an end node, which connects to a connection point at the corresponding elevation of the concrete lateral force resisting member to transfer the load borne by the truss to the concrete lateral force resisting member. Thus, each layer of trusses and the four corner concrete lateral force resisting members together form an outer frame structure in the plane, and the end reactions of each layer of trusses are further transferred to the lower structure through the corner concrete lateral force resisting members.

[0047] In some embodiments, a truss may include an upper chord, a lower chord, and a plurality of connecting rods connecting the upper chord and the lower chord. Specifically, the truss includes an upper chord and a lower chord extending along the length of the truss, wherein the connecting rods may include diagonal connecting rods and / or vertical connecting rods to form a plurality of triangular load-bearing units, thereby meeting the load-bearing and stiffness requirements of the truss units.

[0048] The water washing and absorption metal tower of this application preferably adopts a rectangular tower body. This is because the supporting structure system of this application features an outer steel-concrete composite frame structure on the outside of the tower body. This outer frame forms a rectangular frame in the top view, and multiple trusses are installed at elevations corresponding to each filler layer as external load-bearing layers. When the metal tower is rectangular, the four sides of the tower walls correspond to the four sides of the outer rectangular frame in the plane. This allows the supporting components to connect directly and symmetrically from the tower walls to the trusses at corresponding elevations. The connection distance is relatively constant within the same side range, facilitating the arrangement, standardized processing, and installation positioning of the supporting components, and also contributing to the formation of a uniform force transmission path. Correspondingly, the concrete lateral force resisting members at the four corners and the trusses form a rectangular frame structure in the top view.

[0049] Of course, without departing from the technical concept of this application, the metal tower may also take other shapes, such as a circular cylinder, a polygonal cylinder, or an approximately rounded rectangular cylinder.

[0050] Since the interior of the metal tower may have multiple layers of filler material according to actual construction needs, multiple layers of the aforementioned trusses can be set along the height of the metal tower. Each truss layer is located at an elevation corresponding to the filler material layer inside the tower and is connected to the concrete lateral force resisting members located at the four corners of the outer perimeter of the metal tower, thereby forming a layered load-bearing frame around the tower body.

[0051] Of course, in some other embodiments, in addition to being set at the elevation corresponding to the packing layer, the truss can also be set at other elevations according to the structural stress, equipment layout and maintenance access requirements, such as at the elevation corresponding to tower internals such as distributors, demisters, and liquid collection components, and / or at the elevation corresponding to pipe inlets, platform passages, and equipment support points, so as to provide additional load-bearing and connection nodes, form the support boundary of the maintenance platform, or strengthen the integrity and rigidity of the outer frame in a local area.

[0052] In some embodiments, the support members for each packing layer may include an inner support member located inside the metal tower and an outer support member located outside the metal tower. The inner support member is used to provide support for the packing layer inside the metal tower, and the outer support member is used to provide support for the packing layer outside the metal tower.

[0053] The inner and outer support members clamp the tower wall of the metal tower in a relatively arranged manner, so that the tower wall is sandwiched between the two and relatively connected. In this way, the load of the filling layer is transferred from the inner support member to the outer support member and further to the outer steel-concrete composite frame structure without penetrating the tower wall. The tower wall only bears the local pressure generated by the clamping effect and does not bear the load of the filling layer.

[0054] In some alternative embodiments, the external support member may include a load-bearing beam, the outer end of which is supported by support brackets mounted on the vertical members of the truss (e.g., Figure 3 As shown), the supporting brackets are positioned towards the metal tower so that the load of the filler layer is transferred to the outer steel-concrete composite frame structure via the supporting members and the supporting brackets.

[0055] The upper surface of the supporting bracket has a contact layer for supporting the load-bearing beam. A cover plate is provided above the contact layer, and the distance between the cover plate and the contact layer is used to accommodate the load-bearing beam, thereby limiting its vertical displacement. Screw holes (e.g., ...) are provided at corresponding positions on the upper surface of the cover plate and the load-bearing beam. Figure 4 As shown, the cover plate is detachably connected to the load-bearing beam by bolts passing through the screw holes.

[0056] In other embodiments, such as Figure 5 As shown, the outer end of the load-bearing beam is not supported by a supporting bracket, but rather by the upper surface of the upper chord of the truss. The upper chord extends along the length of the truss and forms a supporting surface. The outer end of the load-bearing beam is positioned corresponding to the upper chord in the height direction, so that the bottom of the outer end of the load-bearing beam contacts the top surface of the upper chord and transfers the end reaction force of the load-bearing beam to the truss. In addition, to improve the local bearing capacity of the nodes, vertical stiffening ribs can be installed in the upper and lower chords.

[0057] In some embodiments, a grating is laid on the upper surface of the truss. The grating can be fixedly or detachably connected to the truss to form an inspection and maintenance platform for personnel access and maintenance on the outer steel-concrete composite frame structure. Specifically, the grating can be a steel grating plate, which is laid along the length of the truss on the upper chord and / or the upper supporting members of the truss. Multiple grating plates can be spliced ​​together to form a continuous platform surface. The grating and the truss can be fixed by fasteners, grating clamps, connecting plates, or welding to prevent relative slippage under operating vibration or maintenance loads. For ease of installation and maintenance, the grating preferably adopts a detachable connection method, allowing the grating plates to be quickly disassembled and assembled without disassembling the main truss components, thereby facilitating the inspection, maintenance, or replacement of truss nodes, supporting components, and pipelines and auxiliary equipment on the outside of the tower. The trusses and their maintenance platforms set at different elevations can communicate with the entrances and exits of the vertical cavity formed by the aforementioned shear walls to form a maintenance path that facilitates vertical access and horizontal passage for personnel.

[0058] Regarding platform layout, inspection and maintenance platforms can be set along the four sides of the rectangular frame, and corners can be formed at the corners adjacent to the concrete lateral force resisting components to achieve encircling access around the tower. Multi-layer trusses set at different elevations can form different levels of maintenance platforms for inspecting external connection nodes and supporting components related to the corresponding filler layer. Kickboards and / or guardrail mounting bases can also be installed at the platform edges to reduce the risks of working at height.

[0059] To verify the seismic performance of the proposed seismic-resistant structural system in a combined two-tower high-rise building, structural calculations were performed on the system. The cumulative height of the calculated structure reached 94.800m, as shown in Table 1. Table 1 Table 2 lists the X-direction and Y-direction translational mass coefficients and their cumulative values ​​for the structural system of this application under each vibration mode, reflecting the contribution of each vibration mode to the seismic response mass of the structure. As shown in Table 2, in the first few selected vibration modes, the translational mass of the structure in both the X and Y directions has been sufficiently involved. The cumulative effective mass coefficient in the X direction is 92.53%, and the cumulative effective mass coefficient in the Y direction is 93.32%, both exceeding the requirement of 90.00%. This indicates that the vibration modes of the structural system of this application are sufficiently involved in the two principal axes, and the seismic analysis results have good representativeness and reliability, accurately reflecting the dynamic response characteristics of the structure under seismic loading. Table 2 Table 3 shows the stress distribution along the height of each story in the structural system of this application under horizontal action in the X direction. Fx represents the seismic response force in the X direction of each story calculated using the CQC modal combination method, Vx represents the corresponding story shear force, Mx represents the cumulative bending moment of the substructure caused by seismic action on the story and above, and sFx represents the seismic force in the X direction calculated using the static method. The results in the table show that under seismic action in the X direction, the seismic response force of each story is distributed along the height direction and accumulates layer by layer downwards, causing the story shear force and bending moment to gradually increase in the lower stories. The cumulative shear force Vx of the bottom story reaches 3998.05 kN, corresponding to a tower shear-to-weight ratio of 3.324%. Table 3 Accordingly, Table 4 lists the seismic response results of each story of the structural system of this application under Y-direction seismic loading. Here, Fy represents the Y-direction seismic response force of each story calculated using the CQC modal combination method, Vy represents the corresponding story shear force, the percentage in parentheses represents the corresponding tower shear-to-weight ratio, My represents the cumulative bending moment of the substructure caused by seismic loading on the story and above, and sFy represents the Y-direction seismic force calculated using the static method. As can be seen from Table 4, under Y-direction seismic loading, the seismic response force of each story is distributed along the height direction and accumulates layer by layer downwards, causing the story shear force and bending moment to gradually increase at the lower stories. The cumulative shear force Vy of the bottom story reaches 4154.61 kN, corresponding to a tower shear-to-weight ratio of 3.455%. Table 4 According to regulations, the minimum shear-weight ratio for floors in both the X and Y directions is required to be 2.08%. Tables 3 and 4 show that the minimum shear-weight ratio for floors in this application's structural system under X-direction seismic loading is 3.324%, and under Y-direction seismic loading it is 3.455%, both exceeding the required value of 2.08%. This indicates that the seismic shear force in both principal axis directions of this application's structural system meets the code requirements, and there is no underestimation of the seismic loading value. It can adequately reflect the actual stress level of the structure under seismic loading, thus demonstrating that the structural system has good seismic bearing capacity and overall seismic performance. Table 5 Table 6 Table 5 shows the maximum story displacement results of the structural system of this application under bidirectional seismic loading in the X direction, and Table 6 shows the maximum story displacement results of the structural system of this application under bidirectional seismic loading in the Y direction. According to relevant requirements, the elastic inter-story drift angle limit for structural floors under frequent earthquake loading is 1 / 800. Table 5 shows that the maximum inter-story drift angle of the structural system of this application under bidirectional seismic loading in the X direction is 1 / 1191; Table 6 shows that the maximum inter-story drift angle of the structural system of this application under bidirectional seismic loading in the Y direction is 1 / 1280. Both are less than the limit requirement, indicating that the lateral deformation of the floors in the structural system of this application is well controlled under bidirectional seismic loading, meeting the seismic deformation requirements, thus demonstrating its good overall seismic performance and structural stability.

[0060] Table 7 summarizes the main indicators of the structural system of this application. As can be seen from Table 7, in addition to the indicators already described above, the structural system of this application also meets the corresponding requirements in terms of mass ratio, lateral stiffness regularity, abrupt changes in floor bearing capacity, natural vibration period, structural torsional effect, structural stiffness-to-weight ratio, and wind-induced vibration comfort. This indicates that the overall layout of the structural system is relatively regular, the vertical and planar force distribution is relatively balanced, there are no obvious stiffness abrupt changes or weak stories, and it has good overall stability, seismic reliability, and service performance, which can meet the engineering application requirements of two-tower integrated high-rise tower equipment. Table 7 It should be noted that in this patent application, relational terms such as "first" and "second" are used only to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one" does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element. In this patent application, if it refers to performing an action according to an element, it means performing the action at least according to that element, including two cases: performing the action only according to that element, and performing the action according to that element and other elements. Expressions such as "multiple," "repeatedly," and "various" include two, two times, two kinds, and more than two, more than two times, and more than two kinds.

[0061] All documents mentioned in this application are considered to be incorporated in their entirety into the disclosure of this application so that they can serve as a basis for modifications if necessary. Furthermore, it should be understood that after reading the foregoing disclosure of this application, those skilled in the art can make various alterations or modifications to this application, and these equivalent forms also fall within the scope of protection claimed in this application.

Claims

1. A seismic-resistant structural system for a tower-type equipment, wherein the tower-type equipment is a water-washing absorption metal tower, the metal tower comprising a water-washing section and an absorption section along its height, and at least one layer of packing material disposed within the tower, characterized in that... include: An outer steel-concrete composite frame structure is installed on the outside of the metal tower and is used to support the metal tower. The outer steel-concrete composite frame structure includes concrete lateral force resisting members located vertically at the four corners of the outer periphery of the water washing and absorption metal tower, and multi-layer trusses connecting adjacent concrete lateral force resisting members. The height of each layer of the truss corresponds to the height of the filler layer. Shear wall is disposed on the outer side of the concrete lateral force resisting member and connected to the concrete lateral force resisting member to form an integral part and extending along the height direction. The shear wall is configured to bear the stress generated by wind load and seismic action together with the concrete lateral force resisting member. A supporting member connects the metal tower to the truss of each layer. The supporting member is connected to the truss without penetrating the metal tower wall, so that the load of each filling layer is transferred to the outer steel-concrete composite frame structure through the supporting member.

2. The seismic-resistant structural system of the tower equipment as described in claim 1, characterized in that, The shear wall is a reinforced concrete shear wall, which is formed by layered casting along the height direction, and adjacent casting layers are connected by steel bars in the wall body to form a continuous wall.

3. The seismic-resistant structural system of the tower equipment as described in claim 1, characterized in that, The shear wall and the concrete lateral force resisting member enclose a vertical space, which is used to arrange elevator shafts and / or maintenance shafts.

4. The seismic-resistant structural system of the tower equipment as described in claim 1, characterized in that, The shear wall is installed when the preset seismic fortification conditions are met and / or the height of the tower equipment exceeds the preset height threshold, so as to improve the lateral stiffness and seismic performance of the outer steel-concrete composite frame structure.

5. The seismic-resistant structural system of the tower equipment as described in claim 4, characterized in that, When the seismic fortification intensity of the project site is 7 degrees, the preset height threshold is 50m; when the seismic fortification intensity of the project site is 6 degrees, the preset height threshold is 55m.

6. The seismic-resistant structural system of the tower equipment as described in claim 1, characterized in that, The lower layer of the shear wall has vertical reinforcing bars pre-installed at its top, and these vertical reinforcing bars extend into the upper layer and connect with the vertical reinforcing bars of the upper layer.

7. The seismic-resistant structural system of the tower equipment as described in claim 1, characterized in that, At at least one elevation corresponding to each layer of the truss, the concrete lateral force resisting member is provided with a connection area for connection to the truss, and the truss is connected to the connection area.

8. The seismic-resistant structural system of the tower equipment as described in claim 1, characterized in that, The thickness of the shear wall is 250mm-300mm.

9. The seismic-resistant structural system of the tower equipment as described in claim 1, characterized in that, Each layer of shear wall includes a first shear wall segment, a second shear wall segment, a third shear wall segment, and a fourth shear wall segment respectively disposed on the four sides of the concrete lateral force resisting member. The first shear wall segment, the second shear wall segment, the third shear wall segment, and the fourth shear wall segment are connected and enclosed at the corners of the concrete lateral force resisting member to form a closed structure in the top view.

10. The seismic-resistant structural system of the tower equipment as described in claim 1, characterized in that, Each concrete lateral force resisting member comprises four vertical members and connecting members, which connect adjacent vertical members to enclose and form the concrete lateral force resisting member.

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