Modular integrated construction method for fast deployment of a communication base station

Abstract

The application discloses a modular integrated construction method for quick deployment of a communication base station, comprising the following steps: leveling the ground and screwing a plurality of spiral ground piles; hoisting a steel chassis provided with a tower installation area, a counterweight arrangement area and a support installation area to the top of the piles and aligning the position through an auxiliary support column; synchronously assembling a lower half and an upper half of a tower main body in the tower installation area and the counterweight arrangement area respectively; integrally penetrating and fastening the tower main body, the steel chassis and the spiral ground piles through a penetrating connector to form an integrated stress structure; and finally hoisting the upper half integrally and connecting and fixing the upper half with the lower half; thus, the traditional concrete foundation maintenance period is abandoned, the deployment efficiency is significantly improved through segmented parallel assembly and dry connection, and the high-altitude operation time is greatly shortened.

Description

Technical Field

[0001] This application relates to the field of wireless communication infrastructure construction technology, specifically to a modular integrated construction method for rapid deployment of communication base stations. Background Technology

[0002] With the rapid development of the low-altitude economy, scenarios such as drone logistics, air traffic, and emergency rescue have created an urgent need for low-altitude communication support. Especially in emergencies or temporary missions (such as disaster relief and large-scale event support), traditional ground base stations are difficult to respond quickly, and there is an urgent need for communication base stations that can be quickly deployed, flexible, and ready to use, in order to provide reliable and continuous communication support for low-altitude aircraft in a short period of time.

[0003] However, current methods for constructing communication base stations for the low-altitude economy face significant shortcomings in emergency or temporary mission scenarios. Traditional construction relies on on-site pouring and component hoisting, with deployment often taking several days, which cannot meet the urgent needs for rapid response and activation in scenarios such as disaster relief and major event support.

[0004] Specifically, the construction of the foundation and the installation of key components such as the tower and equipment still rely on on-site casting and assembly, which is not only inefficient and risky, but also affects the overall stability and reliability of the system. These factors severely limit the ability of low-altitude communication networks to quickly establish networks and operate efficiently during emergencies or temporary missions. Summary of the Invention

[0005] This application proposes a modular integrated construction method for rapid deployment of communication base stations. By prefabricating in the factory and assembling on-site, the method significantly shortens the installation time, reduces manual operation, and improves deployment efficiency and system reliability, thereby meeting the demand for rapid emergency communication activation in low-altitude economic scenarios.

[0006] To achieve the above objectives, the present application adopts the following technical solution: This application proposes a modular integrated construction method for rapid deployment of communication base stations, including the following steps: Step S1: Level the ground, determine the driving position of the helical piles, and screw multiple helical piles into the ground; Step S2: Hoist the steel chassis to the top of the helical pile. The steel chassis is provided with a tower installation area, a counterweight arrangement area, and a support installation area. By installing auxiliary support columns on the support installation area, the spatial orientation of the tower installation area and the counterweight arrangement area is calibrated and fixed. Step S3: Simultaneously assemble the lower half of the tower body in the tower installation area, and simultaneously assemble the upper half of the tower body in the counterweight arrangement area; The tower body, steel chassis and helical piles are integrally connected and fastened by through connectors, so that the three form an integrated load-bearing structure. Step S4: The upper half of the tower body assembled in the counterweight arrangement area is hoisted as a whole and connected and fixed to the lower half of the tower body in the tower installation area to form a complete tower body.

[0007] Thus, this application significantly improves the deployment efficiency and installation accuracy of communication base stations by assembling the tower body in sections and simultaneously assembling them in different functional areas of the steel chassis, and by using through connectors to secure the helical ground piles, steel chassis and tower body as a whole.

[0008] Furthermore, compared to traditional cast-in-place concrete foundations and their curing period of several days or even weeks, constructing an integrated load-bearing system directly on the helical piles using through-connectors significantly shortens the construction cycle and avoids delays and cost waste caused by concrete curing. Simultaneously, the upper and lower sections of the tower are assembled in parallel in the tower installation area and the counterweight arrangement area, greatly reducing high-altitude work time and lowering safety risks.

[0009] In some possible implementations, a through connector is pre-installed on the top of each of the spiral piles, the rod of which extends upward; and multiple spiral piles with the through connectors are screwed into the ground.

[0010] In some possible implementations, before step S4, the method further includes: after the lower half of the tower body is assembled to a preset height, erecting a balancing platform between the top of the auxiliary support column and the lower half of the tower body; The auxiliary support column has the same structure as the lower half of the support column of the tower body. Together, they support the balance platform to form a platform for high-altitude operations.

[0011] In some possible implementations, the balancing platform is provided with a ladder opening through which a maintenance ladder passes.

[0012] In some possible implementations, the tower body includes multiple prefabricated tower sections in a factory, wherein the top tower section is an equipment mounting section on which equipment components are mounted.

[0013] In some possible implementations, a counterweight block is provided on the counterweight arrangement area.

[0014] In some possible implementations, the top of the helical pile is provided with a flange, and the flange has an adjustable groove in the shape of an elongated hole.

[0015] In some possible implementations, there are two auxiliary support columns, located on opposite sides between the tower installation area and the counterweight arrangement area, and the distance between the two auxiliary support columns is greater than the outer contour width of the bottom section of the tower body.

[0016] In some possible implementations, the counterweight arrangement area, support installation area, and tower installation area of ​​the steel chassis are arranged sequentially along the prevailing wind direction, with the counterweight arrangement area located on the windward side and the tower installation area located on the leeward side.

[0017] In some possible implementations, the total height of the tower body is 15–20 meters. Attached Figure Description

[0018] Figure 1 This is a flowchart of the modular integrated construction method of this application; Figure 2 This is a schematic diagram of the main tower installation status in this application; Figure 3 This is a bottom view showing the installation relationship between the helical piles and the steel chassis in this application; Figure 4 This is an exploded view showing the installation relationship between the helical piles and the steel chassis in this application; Figure 5 This is a schematic diagram of the segmented installation process of the tower body in this application; Figure 6 This is a schematic diagram of the installation status of the balancing platform in this application; Figure 7 This is a schematic diagram of the installation state of the tower body with the balancing platform in this application; Figure 8 This is a schematic diagram of the counterweight setting status in this application; Figure 9 This is a schematic diagram of the installation status of the tower body in the existing technology; Figure 10 This is an exploded view of a basic platform in existing technology. Detailed Implementation

[0019] The following examples further illustrate the features of this application and other related features in detail, so as to facilitate understanding by those skilled in the art: It should be noted that the terms “front,” “back,” “left,” “right,” “up,” and “down” used in the following description refer to the directions in the attached diagrams, while the terms “bottom surface,” “top surface,” “inner,” and “outer” refer to the directions toward or away from the geometric center of a specific component, respectively.

[0020] Furthermore, unless otherwise expressly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection between two components. Those skilled in the art can understand the specific meaning of the above terms in this case based on the specific circumstances.

[0021] Please refer to Figure 9 and Figure 10 In existing communication base station construction practices, the conventional construction process typically includes: excavating the foundation pit, laying 100mm of foundation steel mesh, installing 200mm of pre-embedded anchor bolts, setting up formwork, and pouring cast-in-place concrete foundations. The tower can only be hoisted after the concrete has fully cured. This process is not only complex and reliant on extensive on-site work, but also constrained by the concrete curing period, often resulting in an overall deployment cycle that can take several days or even weeks. Especially in scenarios such as disaster emergencies, large-scale event support, or temporary low-altitude communication missions, this traditional method struggles to meet the core requirement of rapid deployment.

[0022] To address the aforementioned issues, this application proposes a modular integrated construction method for small communication base stations at heights of 15–20 meters. This height range is sufficient to cover the communication service airspace of typical low-altitude aircraft (such as logistics drones and inspection aircraft). Furthermore, in practical applications, the key factors affecting the reliability of such temporary base stations mainly focus on two aspects: foundation bearing capacity and overturning stability under prevailing winds. These two types of risks are highly predictable, thus allowing for engineered conditions for structural stability and wind resistance performance. In other words, risks can be effectively mitigated through standardized prefabricated components and on-site matching.

[0023] Please refer to Figures 1 to 4 as well as Figure 8 This application abandons the cast-in-place concrete foundation and instead uses helical piles 3 as rapid anchoring units. In specific implementation, the site is first simply leveled, the driving position of each helical pile 3 is marked according to the design drawings, and multiple helical piles 3 are directly driven into the ground by mechanical screwing, without the need for excavation or waiting for solidification, which significantly reduces the preliminary preparation time.

[0024] It should be noted that this rapid deployment scheme has certain applicability requirements regarding foundation conditions. The bearing capacity of the helical piles 3 depends on the lateral shear strength and end resistance of the soil. Therefore, in foundation conditions prone to local collapse or settlement, such as loose sand, high-moisture silty soil, or uncompacted backfill areas, direct installation may lead to uneven settlement or insufficient pull-out force of the helical piles 3, affecting the overall structural stability. For such unfavorable foundations, temporary reinforcement measures can be taken: for example, auxiliary micropiles can be pre-driven around the helical piles 3 to form a local composite foundation; or grouting can be performed to pre-reinforce weak areas before pile driving. In addition, laying geogrids or crushed stone cushions simultaneously during leveling can effectively improve the integrity and drainage performance of the surface soil, enhance the initial embedment effect of the helical piles 3, and ensure their reliable anchoring during the short-term service life. The above measures can be flexibly combined and applied according to the results of on-site geological surveys, ensuring the adaptability and safety of this construction method in diverse emergency scenarios without significantly extending the construction period.

[0025] Subsequently, the integral steel chassis 2 is hoisted onto the top of the helical piles 3. The steel chassis 2 is a thick plate welded structure, preferably made of high-strength low-alloy steel plates with a thickness of not less than 20 mm, which has sufficient rigidity and bending resistance to effectively resist the overturning moment generated by the tower body 1 under wind load, and evenly transfer the concentrated load to the multiple helical piles 3 below, thereby optimizing the local foundation stress state and avoiding foundation failure caused by single-point stress concentration.

[0026] Specifically, the steel chassis 2 is clearly divided into three functional areas: the tower installation area 21, the support installation area 23, and the counterweight arrangement area 22. These three areas are arranged sequentially along the prevailing wind direction. The tower installation area 21 is located on the leeward side and is used to fix the bottom of the main tower body 1. The support installation area 23 is located in the middle and is used to install the auxiliary support column 4. The counterweight arrangement area 22 is located on the windward side and can be used to install the counterweight block 6. This zoning layout not only realizes the spatial parallelism of the construction process, but also, by placing the counterweight block 6 on the windward side and the tower installation area 21 on the leeward side, and using the steel chassis 2 as the overall anti-overturning component, it further enhances the overall anti-overturning effect. Specifically, the counterweight block 6 is located on the leeward side, and its main function is to increase the compressive stress of the corresponding side piles through gravity under prevailing wind conditions, preventing them from coming loose or being pulled out, and working together with the chassis rigidity to suppress overall bending deformation. Meanwhile, the steel chassis 2, as a rigid force transmission platform, efficiently integrates the loads of the tower, support and counterweight and distributes them to each helical pile 3, further enhancing the overall structure's synergistic force-bearing performance.

[0027] Of course, for scenarios with complex and weak winds, the steel chassis 2 can be reversed and is equally applicable. That is, the counterweight arrangement area 22 is on the leeward side, and the tower installation area 21 is on the windward side. This increases the pull-out resistance of the helical piles 3 and the overall anti-slip capability of the tower, while also helping to balance the base reaction force of the steel chassis 2, effectively controlling its deformation under complex wind load conditions, and jointly improving the overall structural stability of the base station. Furthermore, diagonal bracing can be added between the auxiliary support column 4 and the tower body 1 to increase continuous wind resistance.

[0028] In this embodiment, the main tower body 1 adopts a modular segmented design, consisting of multiple prefabricated tower sections connected sequentially from bottom to top in the factory. Specifically, it includes a bottom tower section 101, a lower middle tower section 102, a middle tower section 103, an upper middle tower section 104, and an equipment installation section 105 at the top. Adjacent tower sections are connected by flanges 12 and secured with high-strength bolts to ensure sufficient bending, shear, and torsional stiffness at the connection points, meeting the structural safety requirements of a 15-20 meter tower height under typical wind loads and foundation conditions. The flanges 12 are welded to each tower section during the factory prefabrication stage, allowing for rapid on-site alignment and reliable connection.

[0029] The equipment installation section 105 serves as a functional integration unit of the tower body 1, pre-installed with complete equipment components 11, mainly including a communication radio frequency unit (RRU), antenna array, power module, surge protector, environmental monitoring sensor, and edge computing gateway, to support low-altitude communication, positioning, and data backhaul functions. All equipment has completed electrical wiring, functional integration testing, and waterproof sealing before leaving the factory. On-site, only tower section connection and main power supply access are required for operation, significantly reducing high-altitude work.

[0030] In addition, the main tower 1 also integrates standard communication tower accessories, including maintenance ladders 13 installed along the outer or inner side of the tower for maintenance personnel to access and perform maintenance; cable trays or conduits to protect power lines and optical cables leading down from the equipment installation section 105. The maintenance ladders 13 extend continuously from the bottom tower section 101 to the equipment installation section 105. All of the above components are pre-assembled and positioned in the factory, eliminating the need for secondary welding or drilling on site, thus ensuring structural integrity and improving construction efficiency and reliability.

[0031] Furthermore, the helical pile 3 adopts a factory-prefabricated hot-rolled or welded steel pipe structure, with a flange 12 pre-welded to its top. The flange 12 has an adjustable slot 31 in the shape of an elongated hole for subsequent connection and adjustment with the steel base 2. During operation, before screwing the helical pile 3 into the ground, a through-connector (usually a high-strength double-ended threaded rod or a fully threaded bolt) is inserted from bottom to top into the adjustable slot 31, with its upper end extending vertically upwards beyond the flange 12 to a certain height. The upper end of this through-connector can be temporarily fixed to the helical pile 3 by tightening a lock nut, ensuring that it does not shift or fall off during piling. The flange 12 can also adopt the same configuration as the flange 12 used on the tower body 1.

[0032] After site leveling, multiple helical piles 3 with pre-installed through-connectors are synchronously driven into the ground according to the design coordinates. Due to on-site geological conditions or operational errors, slight deviations may exist at the top of each pile. In this case, the elongated hole structure of the adjustable groove 31 provides horizontal adjustment margin. When the integral steel chassis 2 is hoisted into place, the corresponding connecting hole at its bottom can be finely aligned along the length of the adjustable groove 31, allowing the through-connector to smoothly pass through the reserved hole in the steel chassis 2. In subsequent construction, the tower body 1 is installed and locked with nuts, achieving integral through-fastening between the helical piles 3, the steel chassis 2, and the subsequent tower body 1. This design not only effectively compensates for on-site pile driving positioning errors, avoiding rework due to inaccurate hole alignment or structural stress concentration caused by forced installation, but also significantly improves assembly accuracy and construction efficiency, laying the foundation for rapid connection of subsequent tower sections.

[0033] Furthermore, to ensure the steel chassis 2 maintains good azimuth accuracy and subsequent support strength under complex or uneven terrain conditions, two auxiliary support columns 4 are installed in its support installation area 23. These two auxiliary support columns 4 are symmetrically arranged on opposite sides between the tower installation area 21 and the counterweight arrangement area 22, i.e., positioned on either side of the central axis of the steel chassis 2 along a direction perpendicular to the prevailing wind direction. Their lateral spacing is designed to be greater than the outer contour width of the bottom tower section 101, thus providing sufficient lateral operating space for lifting equipment and personnel during the hoisting of the tower body 1, effectively preventing interference between the auxiliary support columns 4 and the tower section structure. Of course, during subsequent support processes, diagonal braces and crossbars can be added between the auxiliary support columns 4 to enhance stability.

[0034] Furthermore, during construction, the tower body 1 adopts a segmented parallel assembly strategy: the lower half of the tower body 1 (typically including the bottom tower section 101 to the middle and low tower sections 102) is erected simultaneously in the tower installation area 21, while the upper half (including the middle tower section 103 to the equipment installation section 105) is pre-assembled on the ground in the counterweight arrangement area 22. This method significantly reduces the amount of high-altitude work, lowers safety risks, and improves assembly efficiency. Meanwhile, because the steel chassis 2 has pre-set through-connectors in both the tower installation area 21 and the counterweight arrangement area 22, the lower tower sections (bottom tower section 101 and middle tower section 103) can be stably fixed during work on both sides, improving assembly accuracy and operational safety.

[0035] Especially in the tower installation area 21, a high-strength through-connector is used to pass from the lower end of the flange 12 of the helical pile 3 upwards through the helical pile 3, the steel chassis 2, and the bottom tower section 101, ultimately forming an integrated load-bearing structure with the foundation. This through-fastening method integrates the tower, chassis, and piles into a single mechanical system, significantly improving overall stiffness and overturning resistance, replacing the traditional passive stabilization mechanism that relies on concrete quality. Afterwards, the counterweight arrangement area 22 is hoisted as a whole with the pre-assembled upper half and connected and fixed to the lower half of the tower body 1 on the tower installation area 21, forming the complete tower body 1.

[0036] Subsequently, counterweight blocks 6 are installed on the counterweight arrangement area 22. Their weight is dynamically set according to the local maximum wind speed and tower height to further enhance the pull-out resistance of the helical piles 3 and ensure the structural safety of the 15-20 meter tower under actual wind load.

[0037] In this embodiment, the installation of the tower body 1, counterweight 6, and auxiliary support column 4 relies on three functional areas divided on the integral steel chassis 2: the tower installation area 21, the counterweight arrangement area 22, and the support installation area 23, enabling parallel spatial construction. Specifically, the tower body 1 is connected segment by segment upwards from the bottom tower section 101 in the tower installation area 21, while the counterweight 6 can be simultaneously positioned in the counterweight arrangement area 22 on the leeward side, and the auxiliary support column 4 is pre-installed or simultaneously installed in the support installation area 23 in the middle. The tower body 1 forms an integral through-and-through fastening system from bottom to top with the pre-installed screws on the top of the helical pile 3 through through connectors, rigidly connecting the helical pile 3, steel chassis 2, tower body 1, and counterweight structure into a single, efficient, and coordinated force-bearing system.

[0038] Traditional communication base stations employ cast-in-place concrete foundations, requiring multiple steps including excavation, formwork, pouring, and curing (typically 7–28 days), and are significantly affected by weather and temperature factors. This embodiment completely eliminates wet construction. Using prefabricated helical piles 3 and flanges 12 with adjustable grooves 31, a through-connector is used to quickly and accurately position the steel chassis 2, immediately bearing the load of the superstructure, significantly shortening construction time. Furthermore, the tower is pre-assembled in sections on the ground or at low altitude before being hoisted as a whole, greatly reducing the time spent on high-risk operations such as high-altitude bolt tightening, welding, and equipment debugging, significantly improving construction safety and deployment efficiency.

[0039] Please refer to Figures 6 to 8 In some preferred embodiments, after the lower half of the tower body 1 is assembled to a preset height, a balancing platform 5 is erected between the tops of the two auxiliary support columns 4 and the lower half of the tower body 1. Since the auxiliary support columns 4 and the support columns of the tower body 1 have the same structure, they together form a stable support system that reliably supports the balancing platform 5. The balancing platform 5 is provided with a ladder opening 51, allowing the maintenance ladder 13 to pass through from bottom to top, facilitating maintenance personnel to work at height without affecting the overall rigidity of the platform.

[0040] The balancing platform 5 plays a crucial construction role during the on-site assembly phase of the tower body 1. Specifically, after the lower half of the tower (typically including the bottom tower section 101 and the middle and lower tower section 102) is installed, the balancing platform 5 can be used near its height as a temporary construction platform for the docking operation between the middle and lower tower section 102 and the middle tower section 103. Construction personnel can safely stand on the platform to complete high-altitude operations such as flange 12 alignment, bolt insertion and tightening, significantly improving assembly accuracy and work efficiency. Particularly advantageous is that the platform does not need to be disassembled after the construction task is completed; it can be directly retained as an additional support structure for the tower body 1. Through the auxiliary support columns 4, it forms multi-point constraints with the tower body, effectively adding a horizontal stable support point at the height of the middle and lower tower section 102, effectively suppressing the swaying deformation of the tower under subsequent hoisting or wind loads, and enhancing the overall lateral stiffness.

[0041] As stated above, this case protects a modular integrated construction method for the rapid deployment of communication base stations, and all technical solutions that are the same as or similar to this case should be considered to fall within the scope of protection of this case.

Claims

1. A modular integrated construction method for fast deployment of a communication base station, characterized in that, Includes the following steps: Step S1: Level the ground, determine the driving position of the spiral piles (3), and screw multiple spiral piles (3) into the ground; Step S2: Hoist the steel chassis (2) to the top of the spiral pile (3). The steel chassis (2) is provided with a tower installation area (21), a counterweight arrangement area (22) and a support installation area (23). By installing auxiliary support columns (4) on the support installation area (23), the spatial orientation of the tower installation area (21) and the counterweight arrangement area (22) is calibrated and fixed. Step S3: Simultaneously assemble the lower half of the tower body (1) in the tower installation area (21) and simultaneously assemble the upper half of the tower body (1) in the counterweight arrangement area (22); The tower body (1), steel chassis (2) and spiral pile (3) are integrally connected and fastened by through-connectors, so that the three form an integrated load-bearing structure; Step S4: The upper half of the tower body (1) assembled on the counterweight arrangement area (22) is hoisted as a whole and connected and fixed with the lower half of the tower body (1) on the tower installation area (21) to form a complete tower body (1).

2. The method of claim 1, wherein the method further comprises: A through connector is pre-installed on the top of each of the spiral piles (3), the rod of which extends upward; and a plurality of spiral piles (3) with the through connectors are screwed into the ground.

3. The method of claim 1, wherein the method further comprises: Before step S4, the method further includes: after the lower half of the tower body (1) is assembled to a preset height, a balance platform (5) is erected between the top of the auxiliary support column (4) and the lower half of the tower body (1). The auxiliary support column (4) has the same structure as the lower half of the support column of the tower body (1), and the two together support the balance platform (5) to form a platform for high-altitude operations.

4. The modular integrated construction method for rapid deployment of communication base stations as described in claim 3, characterized in that, The balance platform (5) is provided with a ladder opening (51) through which the maintenance ladder (13) passes.

5. The modular integrated construction method for rapid deployment of communication base stations as described in claim 1, characterized in that, The tower body (1) includes multiple prefabricated tower sections in the factory, wherein the top tower section is an equipment installation section (105) on which equipment components (11) are installed.

6. The modular integrated construction method for rapid deployment of communication base stations as described in claim 1, characterized in that, The counterweight arrangement area (22) is provided with a counterweight block (6).

7. The modular integrated construction method for rapid deployment of communication base stations as described in claim 1, characterized in that, The top of the spiral pile (3) is provided with a flange (12), and the flange (12) has an adjustable groove (31) in the shape of an elongated hole.

8. The modular integrated construction method for rapid deployment of communication base stations as described in claim 1, characterized in that, There are two auxiliary support columns (4), which are located on opposite sides between the tower installation area (21) and the counterweight arrangement area (22), and the distance between the two auxiliary support columns (4) is greater than the outer contour width of the bottom tower section of the tower body (1).

9. The modular integrated construction method for rapid deployment of communication base stations as described in claim 1, characterized in that, The counterweight arrangement area (22), support installation area (23) and tower installation area (21) of the steel chassis (2) are arranged in sequence along the main wind direction. The counterweight arrangement area (22) is located on the windward side and the tower installation area (21) is located on the leeward side.

10. The modular integrated construction method for rapid deployment of communication base stations as described in claim 1, characterized in that, The total height of the main tower body (1) is 15–20 meters.

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