Slope reinforcement combined structure of tower foundation horizontal bearing capacity
Patent Information
- Application Number
- CN202522299937.X
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2025-10-30
- Publication Date
- 2026-10-13
- Estimated Expiration
- 2035-10-30
AI Technical Summary
[0003]传统边坡加固结构主要为抗滑桩、挡墙、锚杆（索）等，结构之间的协同性差，因此需要采用更多的结构进行加固
[0015]本实用新型的有益效果在于：通过在边坡土层的孔洞内设置肋柱与基桩，基桩还与顶部的承台连接，使桩身既是基础承重构件，又作为边坡支护结构，减少施工工序。而肋柱上还设置有预应力锚杆，并且预应力锚杆的倾角与边坡土层的滑裂面匹配；相对于传统锚杆多为被动受力，通过预张拉锚杆在桩身施加初始压应力，能够提前抵消边坡潜在滑移力，显著提升临界承载力，肋柱、预应力锚杆以及基桩形成“桩体抗弯与锚索抗拉”的协同受力体系，提高了杆塔基础水平承载力。
Smart Images
Figure CN224849411U_ABST
Abstract
Description
Technical Field
[0001] This utility model relates to the technical field of geotechnical engineering for power poles and towers, and in particular to a combined structure for slope reinforcement of the horizontal bearing capacity of power pole and tower foundations. Background Technology
[0002] Transmission line towers are often constructed in complex terrains such as mountains and hills, with their foundations frequently located on steep slopes or slope crests. The stability of these slopes directly affects the safety of the tower foundations. When slope instability occurs, such as landslides or collapses, it severely weakens or even destroys the load-bearing capacity of the tower foundation, leading to tower tilting and collapse, causing significant economic losses and safety accidents. Therefore, effectively reinforcing tower foundations located on slopes to improve their overall stability and load-bearing capacity is crucial.
[0003] Traditional slope reinforcement structures mainly include anti-slide piles, retaining walls, and anchors (cables). However, these structures have poor synergy, necessitating the use of multiple structures for reinforcement. This approach suffers from drawbacks such as high cost, long construction periods, poor adaptability, and negative impacts on the ecological environment. Utility Model Content
[0004] The technical problem to be solved by this utility model is to provide a slope reinforcement combination structure for the horizontal bearing capacity of tower foundations, so that the tower reinforcement structures work together to improve the horizontal bearing capacity of tower foundations.
[0005] To solve the above-mentioned technical problems, the technical solution adopted by this utility model is as follows: A composite structure for reinforcing the horizontal bearing capacity of a tower foundation includes a pile cap, ribs, prestressed anchors, and foundation piles. The foundation piles are installed within holes formed in the slope soil layer. The ribs are installed within the holes of the foundation piles and connected to them. One end of the prestressed anchor is connected to the rib, and the other end is installed within the slope soil layer, with the inclination angle of the prestressed anchor matching the slip surface of the slope soil layer. The pile cap is installed at the top of the holes and connected to the foundation piles.
[0006] Furthermore, the foundation pile includes an integrally formed upper pile and a lower pile; the upper pile and the lower pile are coaxially arranged, and the diameter of the upper pile is larger than the diameter of the lower pile; the end of the upper pile away from the lower pile is connected to the pile cap.
[0007] Furthermore, the diameter of the lower pile is 1.0m-2.0m.
[0008] Furthermore, the difference between the radius of the upper pile and the radius of the lower pile is 200mm-100mm.
[0009] Furthermore, the prestressed anchor rods on the different ribs are arranged alternately.
[0010] Furthermore, the ribs are designed to fit against the inner wall of the hole.
[0011] Furthermore, the rib column is provided with at least two prestressed anchor rods, and different prestressed anchor rods are arranged sequentially along the length direction of the rib column.
[0012] Furthermore, all the prestressed anchor rods on the rib are parallel to each other.
[0013] Furthermore, the prestressed anchor rod includes steel strand or reinforcing bar.
[0014] Furthermore, the bottom of the foundation pile is designed to be positioned within the bearing layer of the slope soil.
[0015] The beneficial effects of this utility model are as follows: by setting rib columns and foundation piles in the holes of the slope soil layer, and the foundation piles are also connected to the top pile cap, the pile body serves as both a foundation load-bearing component and a slope support structure, reducing construction procedures. Furthermore, prestressed anchor rods are installed on the rib columns, and the inclination angle of the prestressed anchor rods matches the slip surface of the slope soil layer. Compared to traditional anchor rods, which are mostly passively stressed, the pre-tensioned anchor rods apply initial compressive stress to the pile body, which can offset the potential slip force of the slope in advance, significantly improving the critical bearing capacity. The rib columns, prestressed anchor rods, and foundation piles form a synergistic force-bearing system of "pile body bending resistance and anchor cable tension resistance," improving the horizontal bearing capacity of the tower foundation. Attached Figure Description
[0016] Figure 1 This is a schematic diagram of a slope reinforcement combination structure for the horizontal bearing capacity of a tower foundation according to an embodiment of this utility model; Figure 2 This is a top view of a slope reinforcement combination structure for the horizontal bearing capacity of a tower foundation according to an embodiment of this utility model; Figure 3 This is a schematic diagram of the hole formation in a slope reinforcement combination structure for the horizontal bearing capacity of a tower foundation according to an embodiment of this utility model; Figure 4 This is a schematic diagram of the formation of the enlarged hole section in a slope reinforcement combination structure for the horizontal bearing capacity of a tower foundation according to an embodiment of this utility model; Figure 5 This is a schematic diagram of the formation of ribs and prestressed anchors in a slope reinforcement composite structure for horizontal bearing capacity of a tower foundation according to an embodiment of this utility model. Figure 6 This is a schematic diagram of the pre-forming of the foundation piles for a slope reinforcement combination structure for the horizontal bearing capacity of a tower foundation, as described in an embodiment of this utility model. Figure 7 This is a schematic diagram of the foundation pile formation of a slope reinforcement combination structure for the horizontal bearing capacity of a tower foundation in an embodiment of this utility model; Label Explanation: 1. Foundation; 2. Rib column; 3. Prestressed anchor; 4. Foundation pile; 41. Upper pile; 42. Lower pile; 100. Slope soil layer; 110. Hole; 111. Shallow soil layer; 112. Bearing layer; 200. Tower. Detailed Implementation
[0017] To explain in detail the technical content, objectives, and effects of this utility model, the following description is provided in conjunction with the embodiments and accompanying drawings.
[0018] In related technologies, slope reinforcement structures mainly include anti-slide piles, retaining walls, and prestressed anchors (cables). However, the synergy between these structures is poor, and the improvement of the horizontal bearing capacity of the tower foundation is often not considered through slope reinforcement. This results in slope reinforcement and the improvement of the horizontal bearing capacity of the tower foundation being independent of each other, without taking into account their correlation.
[0019] A composite structure for reinforcing the horizontal bearing capacity of a tower foundation includes a pile cap, ribs, prestressed anchors, and foundation piles. The foundation piles are installed within holes formed in the slope soil layer. The ribs are installed within the holes of the foundation piles and connected to them. One end of the prestressed anchor is connected to the rib, and the other end is installed within the slope soil layer, with the inclination angle of the prestressed anchor matching the slip surface of the slope soil layer. The pile cap is installed at the top of the holes and connected to the foundation piles.
[0020] As described above, the beneficial effects of this utility model are as follows: by setting rib columns and foundation piles in the cavities of the slope soil layer, and connecting the foundation piles to the top pile cap, the pile body serves as both a foundation load-bearing component and a slope support structure, reducing construction procedures. Furthermore, prestressed anchor rods are installed on the rib columns, and the inclination angle of the prestressed anchor rods matches the slip surface of the slope soil layer. Compared to traditional anchor rods, which are mostly passively stressed, the pre-tensioned anchor rods apply initial compressive stress to the pile body, which can offset the potential slip force of the slope in advance, significantly improving the critical bearing capacity. The rib columns, prestressed anchor rods, and foundation piles form a synergistic force-bearing system of "pile body bending resistance and anchor cable tension resistance," improving the horizontal bearing capacity of the tower foundation.
[0021] Furthermore, the foundation pile includes an integrally formed upper pile and a lower pile; the upper pile and the lower pile are coaxially arranged, and the diameter of the upper pile is larger than the diameter of the lower pile; the end of the upper pile away from the lower pile is connected to the pile cap.
[0022] As described above, by forming upper and lower piles and specifically increasing the diameter of the upper piles, a localized reinforced zone is created in the upper part of the foundation piles, directly resisting horizontal thrust. Furthermore, the stepped pile structure composed of the upper and lower piles enhances the bearing capacity of the tower foundation and specifically strengthens the bending section. At the same time, increasing only the diameter of the upper piles, rather than enlarging the entire pile, saves materials and reduces costs.
[0023] Furthermore, the diameter of the lower pile is 1.0m-2.0m.
[0024] As can be seen from the above description, by setting the diameter of the lower piles to 1.0m-2.0m, the overall stability of the foundation piles can be improved, and reliable bearing capacity can be provided for the pile cap.
[0025] Furthermore, the difference between the radius of the upper pile and the radius of the lower pile is 200mm-100mm.
[0026] As described above, by setting the upper pile to have a diameter that exceeds that of the lower pile by 200mm-100mm on one side, the contact area between the top of the pile and the pile cap is increased, making the upper pile form an effective reinforced zone and improving its resistance to horizontal thrust.
[0027] Furthermore, the prestressed anchor rods on the different ribs are arranged alternately.
[0028] As can be seen from the above description, by staggering the prestressed anchor rods on different ribs, tensile force can be provided in different directions.
[0029] Furthermore, the ribs are designed to fit against the inner wall of the hole.
[0030] As can be seen from the above description, it is more beneficial to install the ribs and prestressed anchors by fitting the ribs to the inner wall of the hole.
[0031] Furthermore, the rib column is provided with at least two prestressed anchor rods, and different prestressed anchor rods are arranged sequentially along the length direction of the rib column.
[0032] As described above, by setting multiple sets of prestressed anchors, which simultaneously apply initial compressive stress to the pile body, the potential sliding force of the slope can be offset in advance, thus significantly improving the critical bearing capacity.
[0033] Furthermore, all the prestressed anchor rods on the rib are parallel to each other.
[0034] As can be seen from the above description, by setting all the prestressed anchor rods parallel to each other, the rib column is subjected to more balanced forces and has a better ability to counteract the potential sliding force of the slope.
[0035] Furthermore, the prestressed anchor rod includes steel strand or reinforcing bar.
[0036] As can be seen from the above description, using steel strands or steel bars as prestressed anchors can effectively tighten the ribs.
[0037] Furthermore, the bottom of the foundation pile is designed to be positioned within the bearing layer of the slope soil.
[0038] As described above, by setting the bottom of the foundation pile within the bearing layer of the slope soil, the foundation pile can transfer the load of the tower to the bearing layer through the pile body. The bearing layer is a relatively hard soil or rock layer with low compressibility, which can more effectively disperse and bear the pressure of the superstructure.
[0039] The slope reinforcement combination structure for tower foundation horizontal bearing capacity provided by this utility model can be applied to the installation of towers on slopes. The following is a description through specific embodiments: Please refer to Figure 1 and Figure 2 A composite structure for reinforcing the horizontal bearing capacity of a tower foundation, characterized in that it includes a foundation cap 1, rib columns 2, prestressed anchor rods 3, and foundation piles 4; the foundation piles 4 are used to be installed in holes 110 formed in the slope soil layer 100; the slope soil layer 100 includes a shallow soil layer 111 and a bearing layer 112, the holes 110 penetrate the shallow soil layer 111 to reach the bearing layer 112, and the bottom of the foundation piles 4 penetrates the shallow soil layer 111 and is installed in the bearing layer 112.
[0040] like Figure 1 As shown, the foundation pile 4 includes an upper pile 41 and a lower pile 42 integrally formed; the upper pile 41 and the lower pile 42 are coaxially arranged, and the pile diameter of the upper pile 41 is larger than the pile diameter of the lower pile 42; the end of the upper pile 41 away from the lower pile 42 is connected to the pile cap 1. In this embodiment, the diameter of the lower pile 42 is 1.0m-2.0m, and can be set to 1.0m, 1.2m, 1.5m, 2.0m, etc., depending on the size of the tower 200; the difference between the radius of the upper pile 41 and the radius of the lower pile 42 is 200mm-100mm, that is, the upper pile 41 extends 200-100mm beyond the lower pile 42 on one side; for example, if the diameter of the upper pile 41 is 1.0m, then the diameter of the upper pile 41 can be 1.2m, 1.3m, or 1.4m, etc., so that the foundation piles 4 form a stepped pile body, which can enhance the bearing capacity of the tower foundation and specifically enhance the bending section. Meanwhile, if... Figure 2As shown, the prestressed anchor rods 3 on different ribs 2 are staggered, and the prestressed anchor rods 3 are not placed in the middle position. Compared with the existing technology, slope reinforcement often requires the separate construction of retaining structures and foundation reinforcement (such as "anti-slide piles + independent anchor rods"), in this embodiment, through integrated design, the foundation pile 4 serves as both a foundation load-bearing component and a slope support structure, thereby reducing construction procedures.
[0041] The rib 2 is used to be installed in the hole 110 in the foundation pile 4 and is connected to the foundation pile 4; for example Figure 1 As shown, in this embodiment, the rib column 2 is installed inside the hole 110 of the upper pile 41, and the rib column 2 is fitted against the inner wall of the hole 110. One end of the prestressed anchor rod 3 is connected to the rib column 2. During implementation, the end of the prestressed anchor rod 3 is locked to the rib column 2 by the anchor head. The other end of the prestressed anchor rod 3 is used to be installed in the slope soil layer 100, and the inclination angle of the prestressed anchor rod 3 matches the slip surface of the slope soil layer 100. By setting the rib column 2 and the prestressed anchor rod 3 structure, and matching the inclination angle of the prestressed anchor rod 3 with the slip surface of the slope, a synergistic force system of "pile body bending resistance + anchor cable tension resistance" is formed, realizing the conversion of the tensile force of the prestressed anchor rod 3 into the compressive stress of the pile body, which can suppress the development of cracks in the upper pile 41 (expanded hole section).
[0042] like Figure 1 As shown, in this embodiment, the rib column 2 is provided with at least two prestressed anchor rods 3. Different prestressed anchor rods 3 are arranged sequentially along the length direction of the rib column 2, that is, prestressed anchor rods 3 are arranged sequentially at different depths. All the prestressed anchor rods 3 on the rib column 2 are parallel to each other. The prestressed anchor rods 3 can be made of steel strand or steel bars as the rod body. The spacing and length of the prestressed anchor rods 3 are determined according to the specific stratum. The prestressed anchor rods 3 are rigidly connected to the rib column 2 and the foundation pile 4 to form a pile-rib-anchor integrated load-bearing frame. The pile cap 1 is used to be set at the top of the hole 110 and connected to the foundation pile 4. The size of the pile cap 1 is adapted to the upper pile 41 after the hole is enlarged.
[0043] The construction method for the slope reinforcement combination structure for the horizontal bearing capacity of the above-mentioned tower foundation is as follows: Step 1: Locate and determine the pile positions, then use a drilling rig for mechanical hole drilling; For example... Figure 3 As shown, a hole 110 is formed in the slope soil layer 100, and the bottom of the hole 110 reaches the bearing layer 112.
[0044] Step 2: Enlarge the hole above hole 110 using manual excavation to form an enlarged section; for example... Figure 4 As shown, stepped holes 110 are formed.
[0045] Step 3: Construct rib columns 2 and prestressed anchor rods 3 on the slope side within the enlarged section of the upper part of the foundation pile 4. Rib columns 2 are formed by pouring concrete, and prestressed anchor rods 3 are formed through processes such as anchor hole drilling, anchor rod (cable) fabrication and installation, grouting, and tensioning and locking. Figure 5 As shown, each rib 2 is provided with two prestressed anchor rods 3 in sequence in its depth direction, and the prestressed anchor rods 3 are parallel to each other and match the slip surface of the slope soil layer 100.
[0046] Step 4: Lower the reinforcing cage into the hole 110 to prepare for the formation of foundation pile 4; Figure 6 As shown, a reinforcing cage is placed inside the opening 110, and the height of the reinforcing cage is higher than the opening 110, that is, the reinforcing cage is provided with a reserved section for connection with the foundation 1; as shown Figure 7 As shown, the foundation pile 4 is formed by pouring concrete into the hole 110.
[0047] Step 5: Construct foundation 1; as follows Figure 7 As shown, the foundation 1 is formed by tying steel bars to the top of the foundation pile 4 and connecting them to the reserved section of the steel cage in step 4, and by setting up the formwork and then pouring concrete into the formwork.
[0048] Step 6: Construct the 200mm structure of the tower. (For example...) Figure 1 As shown, a tower 200 structure is installed on the pier 1.
[0049] The construction method of the slope reinforcement combination structure for the horizontal bearing capacity of the tower foundation in this embodiment has the following effects: (1) Reliable reinforcement under complex terrain and adverse geological conditions: It can be applied to the construction of new tower foundations and can be reliably reinforced under complex terrain such as steep slopes, limited space, and adverse geological conditions such as soft soil layers and fractured rock masses.
[0050] (2) Reduce the construction difficulty, cycle and cost of reinforcement project: During construction, only a certain range of the tower base is reinforced, which can reduce the use of a large amount of concrete, reduce the material transportation time, greatly reduce the amount of work, and significantly reduce the construction period.
[0051] (3) Reduce disturbance to the original slope structure and ecological environment: Traditional slope reinforcement structures such as anti-slide piles and retaining walls cover a large area and require a large amount of concrete and steel during construction, as well as the construction of large construction access roads, which in turn generate a large amount of construction waste, all of which will cause significant damage and pollution to the environment. In contrast, the construction method in this embodiment is to reinforce the slope on the basis of the original tower, which can reduce the disturbance to the ecological environment.
[0052] In other words, the construction method based on this embodiment can effectively improve slope stability. By adopting a reasonable anchor cable arrangement, the foundation can better bear horizontal loads, thereby improving the foundation bearing capacity, reducing the risk of accidents, and has the characteristics of strong synergy, reliable implementation, reduced construction difficulty and reinforcement cost, and reduced environmental disturbance.
[0053] In summary, the slope reinforcement structure for tower foundation horizontal bearing capacity provided by this utility model, by increasing the upper pile diameter of the foundation piles combined with rib columns and prestressed anchor structures, can significantly improve the horizontal bearing capacity of the tower foundation while enhancing slope stability, and control and constrain the lateral deformation of the soil and tower foundation. It breaks through the limitations of traditional slope reinforcement technologies that only improve slope stability, and has beneficial effects such as strong adaptability, convenient and efficient construction, good economy, minimal disturbance, ecological friendliness, synergistic effects, and high reliability.
[0054] The above description is merely an embodiment of this utility model and does not limit the patent scope of this utility model. Any equivalent modifications made based on the content of this utility model specification and drawings, or direct or indirect applications in related technical fields, are similarly included within the patent protection scope of this utility model.
Claims
1. A combined structure for slope reinforcement to enhance the horizontal bearing capacity of tower foundations, characterized in that, This includes pile caps, ribs, prestressed anchors, and foundation piles; The foundation piles are used to be installed in the holes formed in the soil layer of the slope. The rib is used to set holes in the foundation pile and is connected to the foundation pile; One end of the prestressed anchor is connected to the rib column, and the other end is used to be set in the slope soil layer, and the inclination angle of the prestressed anchor matches the slip surface of the slope soil layer. The pier is used to be set on top of the hole and connected to the foundation pile.
2. The slope reinforcement composite structure for the horizontal bearing capacity of a tower foundation according to claim 1, characterized in that, The foundation piles include an upper pile and a lower pile that are integrally formed; The upper pile and the lower pile are coaxially arranged, and the diameter of the upper pile is larger than the diameter of the lower pile. The end of the upper pile furthest from the lower pile is connected to the pile cap.
3. The slope reinforcement composite structure for the horizontal bearing capacity of a tower foundation according to claim 2, characterized in that, The diameter of the lower piles is 1.0m-2.0m.
4. The slope reinforcement composite structure for the horizontal bearing capacity of a tower foundation according to claim 3, characterized in that, The difference between the radius of the upper pile and the radius of the lower pile is 200mm-100mm.
5. The slope reinforcement composite structure for the horizontal bearing capacity of a tower foundation according to claim 1, characterized in that, The prestressed anchors on the different ribs are arranged alternately.
6. The slope reinforcement composite structure for the horizontal bearing capacity of a tower foundation according to claim 1, characterized in that, The ribs are designed to fit against the inner wall of the hole.
7. The slope reinforcement composite structure for the horizontal bearing capacity of a tower foundation according to claim 1, characterized in that, The rib column is provided with at least two prestressed anchor rods, and different prestressed anchor rods are arranged sequentially along the length direction of the rib column.
8. A slope reinforcement composite structure for the horizontal bearing capacity of a tower foundation according to claim 7, characterized in that, All the prestressed anchors on the rib are parallel to each other.
9. A slope reinforcement composite structure for the horizontal bearing capacity of a tower foundation according to claim 1, 7, or 8, characterized in that, The prestressed anchor rod includes steel strand or reinforcing bar.
10. A combined structure for slope reinforcement of tower foundation horizontal bearing capacity according to claim 1, characterized in that, The bottom of the foundation pile is intended to be placed within the bearing layer of the slope soil.