Novel assembly type anchor group type spiral anchor foundation
By designing a prefabricated group-anchor type helical anchor foundation, the synergistic effect of the steel truss foundation and the helical anchor components is utilized to solve the problem of insufficient bearing capacity of traditional helical anchor foundations under complex geological conditions, achieving efficient construction and stability, and adapting to the needs of different geological conditions.
Patent Information
- Application Number
- CN202511353940.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-09-22
- Publication Date
- 2025-11-04
AI Technical Summary
Traditional helical anchor foundations are difficult to meet the requirements of large loads under complex geological conditions, and existing prefabricated foundations have problems such as low construction efficiency and high cost.
The prefabricated group-anchor type helical anchor foundation is adopted. The load is transferred through the synergistic effect of the steel truss foundation and the helical anchor assembly. The components are prefabricated in the factory and combined with the adjustable anchor rod and anchor plate structure to adapt to different geological conditions.
It improves construction efficiency, reduces costs, ensures stability and bearing capacity under complex geological conditions, broadens the scope of application, and adapts to the dynamic needs of engineering projects.
Smart Images
Figure CN120889294A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The present application relates to the technical field of screw anchor, in particular to a new type of assembled group anchor type screw anchor foundation. BACKGROUND
[0002] In recent years, the scale of power construction in China has developed rapidly, and the mileage of transmission lines has increased rapidly. In the construction of transmission lines, some areas with complex geology and difficult construction, such as marshes, silt and other soft geological areas, will inevitably be encountered. As a new type of tower foundation, screw anchor foundation has been widely used in these complex geological areas due to its unique advantages. It can be screwed into deep soil by applying torque, and it can be anchored by using deep soil resistance, overcoming the shortcomings of long construction period and large environmental impact of traditional foundation. Screw anchor foundation has the advantages of convenient construction, small disturbance to soil, low noise, short construction period, strong uplift capacity and low engineering cost, and has shown broad application prospects in transmission line engineering, geotechnical engineering and marine engineering.
[0003] However, with the gradual application of screw anchor foundation in transmission line engineering, some problems have also been exposed. Screw anchor foundation is mainly divided into single anchor type and group anchor type. For single anchor type screw anchor foundation, when the tower force is small and the geological conditions are good, the vertical bearing capacity of the screw anchor can be effectively increased by increasing the anchor piece and deepening the anchor length. For horizontal bearing capacity, the anchor rod is usually arranged obliquely or vertically combined with anti-horizontal force structure measures (such as short steel cylinder or cast-in-place concrete ring-shaped short column) to improve the horizontal bearing capacity. However, when the tower force is large and the geological conditions are poor, it is difficult for the single anchor type screw anchor foundation to meet the application requirements of the transmission line tower.
[0004] For group anchor type screw anchor foundation, although it can solve the problem that single anchor cannot meet the bearing capacity requirement when the tower force is large and the geological conditions are poor, the upper structure of the group anchor type screw anchor foundation generally adopts a reinforced concrete cap or a steel cap. The reinforced concrete cap has the defect of long concrete maintenance period, which cannot fully utilize the advantages of screw anchor foundation in rapid construction and rapid use; the steel cap has the problems of difficult to meet the requirements of site welding, difficult to position, large steel consumption and high cost.
[0005] In summary, although screw anchor foundation has many advantages, it also has some obvious disadvantages. Therefore, it is urgent to develop technical innovation and research, and to apply the concept of assembled foundation to screw anchor structure type, and to form corresponding design theory and method. It is necessary to invent a new type of assembled group anchor type screw anchor foundation to better meet the engineering requirements.
[0006] Therefore, we propose a new type of assembled group anchor type screw anchor foundation. SUMMARY
[0007] The main purpose of the present application is to provide a new type of assembled group anchor type spiral anchor foundation, which can effectively transmit the load of the tower upper structure through the cooperation of each component, and transmit the load to the deep soil through the tower foot plate, steel truss pile cap and spiral anchor assembly in turn, so as to ensure the stable operation of the power transmission line tower; at the same time, the device adopts an assembled structure design, and each component can be prefabricated in the factory, thereby reducing the on-site construction workload and effectively solving the problems in the background technology.
[0008] To achieve the above purpose, the technical scheme adopted by the present application is: A new type of assembled group anchor type spiral anchor foundation, comprising a concrete protective cap, a tower foot plate, a steel truss pile cap top plate, a steel truss pile cap top connecting plate, a steel truss pile cap body, a steel truss pile cap bottom stiffener, a steel truss pile cap bottom foot plate and a spiral anchor assembly, the steel truss pile cap body top end is provided with a steel truss pile cap top connecting plate, the steel truss pile cap top connecting plate top end is provided with a steel truss pile cap top plate, the steel truss pile cap top plate top end is connected with the tower foot plate through a foundation bolt, the tower foot plate top end is capped with a concrete protective cap, the steel truss pile cap body lower part is connected with the spiral anchor assembly through a connecting bolt, the spiral anchor assembly is relatively parallel and provided with two groups, the spiral anchor assembly comprises an anchor rod, a flange rib plate, a spiral anchor upper flange, a connecting assembly, an anchor disc and an extension rod, the anchor rod top end is fixedly connected with the spiral anchor upper flange, the spiral anchor upper flange is fixedly connected with the outer side upper part of the anchor rod through the flange rib plate, the anchor rod bottom end is connected with the extension rod through the connecting assembly, the extension rod outer side is provided with an anchor disc, and the anchor disc is equidistantly provided with a plurality of anchor discs. The steel truss pile cap body comprises a first angle steel and a second angle steel, two first angle steels are provided, the two first angle steel top ends are connected through a steel truss pile cap top connecting plate, the two first angle steel lower parts are connected through a second angle steel, the two first angle steels and the second angle steel jointly form a triangular structure, the first angle steel bottom end is fixedly connected with the upper end surface of the steel truss pile cap bottom foot plate, the first angle steel two sides lower parts are fixedly connected with the steel truss pile cap bottom stiffeners, and the steel truss pile cap bottom stiffener bottom end is fixedly connected with the upper end surface of the steel truss pile cap bottom foot plate. The connecting assembly comprises a connecting rod, a movable rod, a mounting seat, a first bolt, a first nut, a sliding column, a sliding sheet, a second nut, a positioning piece, a rubber pad and a threaded column.
[0009] By adopting the technical scheme, the load of the upper structure of the iron tower can be effectively transmitted, and the load is sequentially transmitted to the deep soil through the tower foot plate, the steel truss pile cap and the screw anchor assembly, so that the stable operation of the power transmission line tower is ensured; meanwhile, the device adopts an assembly type structure design, and each component can be prefabricated in a factory, so that the on-site construction workload is reduced, the problems of long maintenance period and low construction efficiency caused by the on-site pouring of the traditional reinforced concrete pile cap are avoided, the defects of high requirement for on-site welding of the steel pile cap and difficult construction positioning are overcome, the construction efficiency is significantly improved, the construction cost is reduced, and the device has a wide application prospect in the fields of power transmission line engineering and geotechnical engineering.
[0010] Specifically, the lower end surface of the steel truss pile cap foot plate is in contact with the upper end surface of the upper flange of the screw anchor, the steel truss pile cap foot plate is fixedly connected with the upper flange of the screw anchor through connecting bolts, and the steel truss pile cap foot plate and the upper flange of the screw anchor are both provided with two groups in parallel.
[0011] Specifically, the top end of the connecting rod is provided with a first assembly hole matched with the bottom end of the anchor rod, the upper part of the connecting rod is fixedly connected with the bottom end of the anchor rod through first bolts and first nuts, and the connecting rod is internally provided with a cavity for mounting a sliding column.
[0012] Specifically, the bottom end of the sliding column is fixedly inserted with a movable rod, the bottom end of the movable rod is vertically inserted into the top end of the mounting seat at the middle position through the inner wall of the bottom end of the cavity, and the two sides of the connecting rod are both provided with a sliding groove in communication with the cavity.
[0013] Specifically, the two sides of the sliding column at the positions of the sliding grooves are both provided with sliding pieces, a threaded column is vertically inserted into the middle position of the side away from the sliding column, and the threaded column is oppositely provided with two groups.
[0014] By adopting the technical scheme, the device optimizes the structural design of the screw anchor assembly, such as setting multiple anchor discs and extendable anchor rods, can flexibly adjust the number of anchor discs, the length of anchor rods and the rotation depth according to different geological conditions, ensures that sufficient bearing capacity and stability can be provided in soft geological areas such as marshes and silt, and in engineering scenes with large tower forces, effectively solves the problem that the traditional single-anchor screw anchor foundation cannot meet the requirements under complex geological conditions and large loads, widens the application range of the screw anchor foundation; in the later stage of the project, if the upper structure such as the power transmission line needs to be reconstructed or expanded, the screw bolt connection mode of the device is convenient for disassembly and reassembly; the steel truss pile cap, the screw anchor assembly and other components can be replaced, increased or adjusted according to actual needs, without the need to massively destroy the original foundation, so that the difficulty and cost of later reconstruction and expansion are reduced, the device has strong flexibility and adaptability, and can better meet the dynamic needs in the long-term use process of the project.
[0015] Specific, the positioning member is provided with a through hole for the threaded column to pass through, the threaded column is away from the one end of the sliding sheet and is in threaded connection with the second nut through the positioning member.
[0016] Specific, the positioning member is provided with two groups, the positioning member is provided with an arc-shaped groove on the side close to the connecting rod, and the inner wall of the arc-shaped groove is fixedly glued with a rubber pad.
[0017] Specific, the mounting seat bottom end is provided with a second assembly hole matched with the top end of the extension rod, the mounting seat is fixedly connected with the top end of the extension rod through the first bolt and the first nut, and the side of the mounting seat and the side of the connecting rod are both provided with a mounting hole for the first bolt to pass through.
[0018] The beneficial effects of the present application are: (1) The novel assembled group anchor type spiral anchor foundation can effectively transmit the load of the upper structure of the iron tower, transmits the load to the deep soil through the tower foot plate, the steel truss pile cap and the spiral anchor assembly in turn, and ensures the stable operation of the power transmission line tower; meanwhile, the device adopts an assembled structure design, and each component can be prefabricated in the factory, thereby reducing the on-site construction workload, avoiding the problems of long maintenance period and low construction efficiency caused by the on-site pouring of the traditional reinforced concrete pile cap, overcoming the defects of high requirement for on-site welding of the steel pile cap and difficult construction positioning, significantly improving the construction efficiency and reducing the construction cost, and having a wide application prospect in the fields of power transmission line engineering and geotechnical engineering; (2) The anchor rod in the spiral anchor assembly is connected with the steel truss pile cap bottom foot plate through the upper flange of the spiral anchor, the setting of the flange rib plate improves the connection strength of the upper flange of the spiral anchor and the anchor rod, and ensures the stable transmission of the load; the bottom end of the anchor rod is connected with the extension rod through the connecting assembly, the slide column, the sliding sheet and the positioning member in the connecting assembly not only realize the convenient connection of the anchor rod and the extension rod, but also can adjust the relative position of the two to a certain extent, and ensure the accuracy and stability of the connection; the multiple anchor discs installed equidistantly on the outer side of the extension rod can fully contact with the deep soil, and through the interaction of the anchor disc and the soil and the friction force between the anchor rod and the soil, strong uplift resistance, downward pressure and horizontal bearing capacity are provided, various loads transmitted from the upper structure are effectively resisted, and the stability of the entire device under complex geological conditions is ensured, and the strict requirements of the power transmission line tower engineering on the stability of the foundation are met. BRIEF DESCRIPTION OF DRAWINGS
[0019] The present application will be further described below in combination with the drawings and examples.
[0020] Figure 1 is a structural schematic diagram of the present application; Figure 2 is a structural schematic diagram of the present application; Figure 1Enlarged view at A; Figure 3 For the connecting assembly of the present application Figure 1 Enlarged view at B; Figure 4 For the connecting assembly of the present application Figure 1 Enlarged view at C; Figure 5 For the connecting assembly of the present application Figure 6 For the connecting assembly of the present application Figure 7 For the connecting assembly of the present application Figure 8 For the connecting assembly of the present application In the figure: 1, concrete protective cap; 2, tower foot plate; 3, steel truss cap top plate; 4, anchor bolt; 5, steel truss cap top connecting plate; 6, steel truss cap body; 601, first angle steel; 602, second angle steel; 7, steel truss cap bottom stiffening rib; 8, steel truss cap bottom foot plate; 9, connecting bolt; 10, upper flange of screw anchor; 11, flange rib plate; 12, anchor rod; 13, anchor disc; 14, screw anchor assembly; 15, connecting assembly; 16, extension rod; 17, connecting rod; 18, movable rod; 19, mounting seat; 20, first assembly hole; 21, first bolt; 22, first nut; 23, cavity; 24, sliding groove; 25, sliding column; 26, sliding piece; 27, arc-shaped groove; 28, second nut; 29, positioning piece; 30, mounting hole; 31, rubber pad; 32, threaded column; 33, through hole. DETAILED DESCRIPTION
[0021] In order to make the technical means, creative features, purposes and effects of the present application easy to understand, the present application is further described below in combination with specific embodiments.
[0022] As an embodiment of the present application, as Figures 1-8As shown, the new assembled group anchor type spiral anchor foundation comprises a concrete protective cap 1, a tower foot plate 2, a steel truss cap top plate 3, a steel truss cap top connecting plate 5, a steel truss cap body 6, a steel truss cap bottom stiffening rib 7, a steel truss cap bottom foot plate 8 and a spiral anchor assembly 14, the top end of the steel truss cap body 6 is provided with the steel truss cap top connecting plate 5, the top end of the steel truss cap top connecting plate 5 is provided with the steel truss cap top plate 3, the top end of the steel truss cap top plate 3 is connected with the tower foot plate 2 through the anchor bolt 4, the top end of the tower foot plate 2 is capped with the concrete protective cap 1, the lower part of the steel truss cap body 6 is connected with the spiral anchor assembly 14 through the connecting bolt 9, the spiral anchor assembly 14 is provided with two groups in relative parallel, the spiral anchor assembly 14 comprises an anchor rod 12, a flange rib plate 11, a spiral anchor upper flange 10, a connecting assembly 15, an anchor disc 13 and an extension rod 16, the top end of the anchor rod 12 is fixedly connected with the spiral anchor upper flange 10, the spiral anchor upper flange 10 is fixedly connected with the outer upper part of the anchor rod 12 through the flange rib plate 11, the bottom end of the anchor rod 12 is connected with the extension rod 16 through the connecting assembly 15, the outer side of the extension rod 16 is provided with the anchor disc 13, and a plurality of anchor discs 13 are equidistantly arranged; In use, after the assembled spiral anchor assembly 14 (including the anchor rod 12, the connecting assembly 15, the extension rod 16 and the anchor disc 13) is transported to the construction positioning point, a special spiral anchor screwing-in device (such as a hydraulic torque wrench combined with a screwing-in device) is used to slowly screw the spiral anchor assembly 14 into the soil, and in the screwing-in process, the screwing-in torque and the screwing-in depth are monitored in real time through the device to ensure that the spiral anchor assembly 14 is screwed in to the depth required by the design, so that the anchor disc 13 is located in the deep stable soil to fully exert the pulling resistance of the anchor disc 13 and the friction between the anchor rod 12 and the soil, and the vertical state of the spiral anchor assembly 14 needs to be maintained during the screwing-in process to avoid tilting, if underground obstacles (such as stones, etc.) are encountered, the screwing-in should be stopped, and measures such as cleaning or adjusting the screwing-in position should be taken before continuing the construction, and the two groups of spiral anchor assemblies 14 are sequentially completed in the same way, and the screwing-in depths of the two groups of spiral anchor assemblies 14 are consistent and relatively parallel; The steel truss cap body 6 comprises first angle steels 601 and second angle steels 602, two first angle steels 601 are arranged, the top ends of the two first angle steels 601 are connected through the steel truss cap top connecting plate 5, the lower parts of the two first angle steels 601 are connected through the second angle steels 602, the two first angle steels 601 and the second angle steels 602 jointly form a triangular structure, the bottom ends of the first angle steels 601 are fixedly connected with the upper end surfaces of the steel truss cap bottom foot plates 8 at the center positions, the lower parts of the two sides of the first angle steels 601 are fixedly connected with the steel truss cap bottom stiffening ribs 7, and the bottom ends of the steel truss cap bottom stiffening ribs 7 are fixedly connected with the upper end surfaces of the steel truss cap bottom foot plates 8; The connecting assembly 15 comprises a connecting rod 17, a movable rod 18, a mounting seat 19, a first bolt 21, a first nut 22, a sliding column 25, a sliding sheet 26, a second nut 28, a positioning piece 29, a rubber pad 31 and a threaded column 32.
[0023] In use, the tower footing plate 2 is placed on the top end of the steel truss pile cap top plate 3, the anchor bolt holes on the tower footing plate 2 are aligned with the anchor bolt holes on the steel truss pile cap top plate 3, then the anchor bolts 4 are passed through the aligned bolt holes, the washers and nuts are sleeved on the lower ends of the anchor bolts 4 and are preliminarily tightened, the position of the tower footing plate 2 is adjusted, the center of the tower footing plate 2 is ensured to be aligned with the center of the steel truss pile cap, and the tower footing plate 2 is in a horizontal state, after the position adjustment is completed, the nuts of the anchor bolts 4 are tightened according to the design torque value by using a torque wrench, the tower footing plate 2 is firmly connected with the steel truss pile cap top plate 3, a stable foundation is provided for subsequent installation of the iron tower, and the pouring construction of the concrete protective cap 1 is carried out on the top end of the tower footing plate 2, the concrete protective cap 1 can effectively protect the tower footing plate 2 and the anchor bolts 4 from being eroded by the external environment, and the service life of the device is prolonged.
[0024] The application further comprises that the lower end surface of the steel truss pile cap footing plate 8 is in contact with the upper end surface of the upper flange 10 of the spiral anchor, the steel truss pile cap footing plate 8 is fixedly connected with the upper flange 10 of the spiral anchor through the connecting bolt 9, and the steel truss pile cap footing plate 8 and the upper flange 10 of the spiral anchor are both provided with two groups in relative parallelism.
[0025] The application further comprises that the top end of the connecting rod 17 is provided with a first assembly hole 20 matched with the bottom end of the anchor rod 12, the upper part of the connecting rod 17 is fixedly connected with the bottom end of the anchor rod 12 through the first bolt 21 and the first nut 22, and the connecting rod 17 is internally provided with a cavity 23 for mounting the sliding column 25. In use, the anchor rod 12 bottom end is inserted into the first assembly hole 20 at the top end of the connecting rod 17, the mounting hole on the anchor rod 12 is aligned with the mounting hole 30 on the upper part of the connecting rod 17, then the first bolt 21 is passed through the aligned mounting holes, the first nut 22 is sleeved and tightened, the fixed connection of the connecting rod 17 and the anchor rod 12 is realized, then the extension rod 16 top end is inserted into the second assembly hole at the bottom end of the mounting seat 19, the mounting hole on the extension rod 16 is aligned with the mounting hole 30 on one side of the mounting seat 19, and the fixed connection is also realized by using the first bolt 21 and the first nut 22, in the assembly process, the position of the sliding column 25 in the cavity 23 of the connecting rod 17 can be adjusted according to the actual geological conditions and the design bearing capacity requirement, the sliding column 25 and the movable rod 18 are driven to move through the sliding of the sliding sheet 26 in the sliding groove 24, and then the distance between the mounting seat 19 and the connecting rod 17 is adjusted to meet the installation requirement of the extension rod 16 of different lengths, after the adjustment is completed, the positioning piece 29 is sleeved on the threaded column 32 through the through hole 33, the arc-shaped groove 27 on the positioning piece 29 is attached to the outer wall of the connecting rod 17, the rubber pad 31 in the arc-shaped groove 27 can increase the friction between the positioning piece 29 and the connecting rod 17, then the second nut 28 is tightened, the position of the sliding column 25 is fixed, and the overall stability of the connecting assembly 15 is ensured.
[0026] The application also includes that the movable rod 18 is fixedly inserted at the middle of the bottom end of the sliding column 25, the bottom end of the movable rod 18 is vertically inserted into the middle of the top end of the mounting seat 19 through the inner wall at the bottom end of the cavity 23, and the sliding grooves 24 communicating with the cavity 23 are arranged on the two sides of the connecting rod 17.
[0027] The application also includes that the sliding sheets 26 are arranged on the positions of the sliding grooves 24 on the two sides of the sliding column 25, the threaded columns 32 are vertically inserted into the middle of the side, away from the sliding column 25, of the sliding sheet 26, and two groups of threaded columns 32 are oppositely arranged.
[0028] The application also includes that the through holes 33 through which the threaded columns 32 pass are arranged on the positioning pieces 29, and the threaded columns 32 are threadedly connected with the second nuts 28 through the positioning pieces 29 away from the sliding sheets 26.
[0029] The application also includes that two groups of positioning pieces 29 are oppositely arranged, the arc-shaped grooves 27 are arranged on the side, close to the connecting rod 17, of the positioning pieces 29, and the rubber pads 31 are fixedly glued to the inner walls of the arc-shaped grooves 27.
[0030] The application also includes that the second assembly hole adapted to the top end of the extension rod 16 is arranged at the bottom end of the mounting seat 19, the mounting seat 19 is fixedly connected with the top end of the extension rod 16 through the first bolt 21 and the first nut 22, and the mounting holes 30 through which the first bolt 21 passes are arranged on one side of the mounting seat 19 and one side of the connecting rod 17.
[0031] The new type of assembled group anchor type spiral anchor foundation, in use, firstly, the connecting assembly 15 and the anchor rod 12, the extension rod 16 are assembled, the bottom end of the anchor rod 12 is inserted into the first assembly hole 20 at the top end of the connecting rod 17, the mounting hole on the anchor rod 12 is aligned with the mounting hole 30 on the upper part of the connecting rod 17, then the first bolt 21 is passed through the aligned mounting holes, the first nut 22 is sleeved and tightened, the fixed connection of the connecting rod 17 and the anchor rod 12 is realized, then the top end of the extension rod 16 is inserted into the second assembly hole at the bottom end of the mounting seat 19, the mounting hole on the extension rod 16 is aligned with the mounting hole 30 on one side of the mounting seat 19, and the first bolt 21 and the first nut 22 are also used for fixed connection, in the assembly process, according to the actual geological conditions and the design bearing capacity requirement, the position of the sliding column 25 in the cavity 23 of the connecting rod 17 can be adjusted, the sliding column 25 and the movable rod 18 are driven to move through the sliding of the sliding sheet 26 in the sliding groove 24, and then the distance between the mounting seat 19 and the connecting rod 17 is adjusted to adapt to the installation requirement of the extension rod 16 of different lengths, after the adjustment is completed, the positioning piece 29 is sleeved on the threaded column 32 through the through hole 33, the arc-shaped groove 27 on the positioning piece 29 is attached to the outer wall of the connecting rod 17, the rubber pad 31 in the arc-shaped groove 27 can increase the friction force between the positioning piece 29 and the connecting rod 17, then the second nut 28 is tightened, the position of the sliding column 25 is fixed, and the overall stability of the connecting assembly 15 is ensured; After the assembled spiral anchor assembly 14 (including the anchor rod 12, the connecting assembly 15, the extension rod 16 and the anchor disc 13) is transported to the construction positioning point, a special spiral anchor screwing device (such as a hydraulic torque wrench combined with a screwing device) is used to slowly screw the spiral anchor assembly 14 into the soil, in the screwing process, the screwing torque and the screwing depth are monitored in real time through the device, the spiral anchor assembly 14 is ensured to be screwed to the depth required by the design, and the anchor disc 13 is located in the deep stable soil body, so that the pulling resistance of the anchor disc 13 and the friction force between the anchor rod 12 and the soil body can be fully utilized, the vertical state of the spiral anchor assembly 14 needs to be maintained during the screwing process to avoid inclination, if underground obstacles (such as stones) are encountered, the screwing should be stopped, and measures such as cleaning or adjusting the screwing position should be taken before continuing the construction, two groups of spiral anchor assemblies 14 are sequentially completed according to the same method, and the screwing depths of the two groups of spiral anchor assemblies 14 are consistent and relatively parallel; After the steel truss pile cap body 6 component prefabricated in the factory is transported to the construction site, on-site assembly is performed, the two ends of the second angle steel 602 are respectively welded and fixed with the two first angle steels 601, a triangular structure is formed, the triangular structure has good stability, and the overall rigidity and load resistance of the steel truss pile cap body 6 can be effectively improved, then the steel truss pile cap bottom stiffening rib 7 is welded on the lower part of the first angle steel 601, the bottom end of the steel truss pile cap bottom stiffening rib 7 is welded and fixed with the upper end face of the steel truss pile cap bottom foot plate 8, the bottom end of the first angle steel 601 is welded and fixed with the upper end face of the steel truss pile cap bottom foot plate 8 at the center, and the steel truss pile cap bottom stiffening rib 7 can enhance the connection strength between the first angle steel 601 and the steel truss pile cap bottom foot plate 8, and prevent the steel truss pile cap bottom foot plate 8 from deforming during the stress process; The assembled steel truss pile cap body 6 is hoisted to above the installed spiral anchor assembly 14, the lower end face of the steel truss pile cap bottom foot plate 8 is in close contact with the upper end face of the spiral anchor upper flange 10, and the bolt holes on the steel truss pile cap bottom foot plate 8 are aligned with the bolt holes on the spiral anchor upper flange 10, then the connecting bolt 9 is passed through the aligned bolt holes, the washer and nut are sleeved and then tightened, the torque wrench is used to operate according to the design torque value during the tightening process, the fastening force of the connecting bolt 9 is ensured to meet the requirements, reliable connection between the steel truss pile cap and the spiral anchor assembly 14 is realized, two groups of spiral anchor assemblies 14 are respectively connected with corresponding steel truss pile cap bottom foot plates 8, and the steel truss pile cap body 6 is ensured to be in a horizontal state, if there is inclination, the fastening degree of the connecting bolt 9 or the method of inserting a thin steel plate between the steel truss pile cap bottom foot plate 8 and the spiral anchor upper flange 10 can be used for correction; The tower foot plate 2 is placed at the top end of the steel truss pile cap top plate 3, the anchor bolt holes on the tower foot plate 2 are aligned with the anchor bolt holes on the steel truss pile cap top plate 3, then the anchor bolt 4 is passed through the aligned bolt holes, the washer and nut are sleeved on the lower end of the anchor bolt 4 and are preliminarily tightened, the position of the tower foot plate 2 is adjusted, the center of the tower foot plate 2 is ensured to be aligned with the center of the steel truss pile cap, and the tower foot plate 2 is in a horizontal state, after the position adjustment is completed, the nut of the anchor bolt 4 is tightened according to the design torque value by using the torque wrench, so that the tower foot plate 2 is firmly connected with the steel truss pile cap top plate 3, and a stable foundation is provided for the subsequent installation of the iron tower, the pouring construction of the concrete protective cap 1 is performed at the top end of the tower foot plate 2, the concrete protective cap 1 can effectively protect the tower foot plate 2 and the anchor bolt 4 from being eroded by the external environment, and the service life of the device is prolonged.
[0032] The above shows and describes the basic principles, main features and advantages of the present application. Those skilled in the art should understand that the present application is not limited to the above embodiments, and the above embodiments and descriptions in the specification are only to illustrate the principles of the present application. Without departing from the spirit and scope of the present application, various changes and improvements can be made to the present application, and these changes and improvements all fall within the scope of the present application. The scope of protection of the present application is defined by the appended claims and their equivalents.
Claims
1. A novel prefabricated group-anchor type helical anchor foundation, characterized in that, The structure includes a concrete protective cap (1), a tower foot plate (2), a steel truss foundation top plate (3), a steel truss foundation top connecting plate (5), a steel truss foundation body (6), a steel truss foundation bottom stiffening rib (7), a steel truss foundation bottom foot plate (8), and a spiral anchor assembly (14). The top of the steel truss foundation body (6) is provided with a steel truss foundation top connecting plate (5), and the top of the steel truss foundation top connecting plate (5) is provided with a steel truss foundation top plate (3). The top of the steel truss foundation top plate (3) is connected to the tower foot plate (2) by anchor bolts (4). The top of the tower foot plate (2) is covered with a concrete protective cap (1). The lower part of the steel truss foundation body (6) is connected to the tower foot plate (2) by connecting bolts (9). The spiral anchor assembly (14) is connected. Two sets of spiral anchor assemblies (14) are arranged in parallel. The spiral anchor assembly (14) includes an anchor rod (12), a flange rib (11), a spiral anchor upper flange (10), a connecting assembly (15), an anchor plate (13), and an extension rod (16). The top end of the anchor rod (12) is fixedly connected to the spiral anchor upper flange (10). The spiral anchor upper flange (10) is fixedly connected to the upper outer side of the anchor rod (12) through the flange rib (11). The bottom end of the anchor rod (12) is connected to the extension rod (16) through the connecting assembly (15). An anchor plate (13) is installed on the outer side of the extension rod (16). Multiple anchor plates (13) are arranged at equal intervals. The steel truss pier body (6) includes a first angle steel (601) and a second angle steel (602). There are two first angle steels (601). The tops of the two first angle steels (601) are connected by the top connecting plate (5) of the steel truss pier. The lower parts of the two first angle steels (601) are connected by the second angle steel (602). The two first angle steels (601) and the second angle steel (602) together form a triangular structure. The bottom end of the first angle steel (601) is fixedly connected to the center of the upper end face of the steel truss pier base plate (8). The lower parts of both sides of the first angle steel (601) are fixedly connected to the bottom stiffening ribs (7) of the steel truss pier. The bottom end of the bottom stiffening ribs (7) of the steel truss pier is fixedly connected to the upper end face of the steel truss pier base plate (8). The connecting assembly (15) includes a connecting rod (17), a movable rod (18), a mounting base (19), a first bolt (21), a first nut (22), a sliding column (25), a sliding plate (26), a second nut (28), a positioning element (29), a rubber pad (31), and a threaded column (32).
2. The novel prefabricated group-anchor type spiral anchor foundation according to claim 1, characterized in that, The lower end face of the steel truss base plate (8) is in contact with the upper end face of the spiral anchor upper flange (10). The steel truss base plate (8) is fixedly connected to the spiral anchor upper flange (10) by connecting bolts (9). The steel truss base plate (8) and the spiral anchor upper flange (10) are provided in two sets in parallel.
3. The novel prefabricated group-anchor type helical anchor foundation according to claim 1, characterized in that, The top end of the connecting rod (17) is provided with a first mounting hole (20) that is compatible with the bottom end of the anchor rod (12). The upper part of the connecting rod (17) is fixedly connected to the bottom end of the anchor rod (12) by a first bolt (21) and a first nut (22). The interior of the connecting rod (17) is provided with a cavity (23) for installing the sliding column (25).
4. A novel prefabricated group-anchor type helical anchor foundation according to claim 3, characterized in that, A movable rod (18) is fixedly inserted at the center of the bottom end of the sliding column (25). The bottom end of the movable rod (18) passes through the inner wall of the bottom end of the cavity (23) and is vertically inserted at the center of the top of the mounting base (19). Both sides of the connecting rod (17) are provided with sliding grooves (24) that communicate with the cavity (23).
5. A novel prefabricated group-anchor type spiral anchor foundation according to claim 4, characterized in that, Both sides of the sliding column (25) are provided with sliding pieces (26) at the location of the sliding groove (24). A threaded column (32) is vertically inserted into the center of the side of the sliding piece (26) away from the sliding column (25). Two sets of threaded columns (32) are provided opposite each other.
6. A novel prefabricated group-anchor type spiral anchor foundation according to claim 5, characterized in that, The positioning member (29) is provided with a through hole (33) for the threaded post (32) to pass through. The end of the threaded post (32) away from the slide (26) passes through the positioning member (29) and is threadedly connected to the second nut (28).
7. A novel prefabricated group-anchor type helical anchor foundation according to claim 6, characterized in that, The positioning component (29) is provided in two sets opposite to each other. The positioning component (29) has an arc groove (27) on the side near the connecting rod (17). A rubber pad (31) is glued to the inner wall of the arc groove (27).
8. A novel prefabricated group-anchor type helical anchor foundation according to claim 1, characterized in that, The mounting base (19) has a second mounting hole at its bottom end that is adapted to the top end of the extension rod (16). The mounting base (19) is fixedly connected to the top end of the extension rod (16) by a first bolt (21) and a first nut (22). The mounting base (19) and the connecting rod (17) both have mounting holes (30) for the first bolt (21) to pass through.