Bearing foundation reinforcing structure
By forming the overall combination of steel pipe anchor bands and strata in the basis of the bearing basis, and poured with Chengtai, a single steel pipe pile or anchor band pile has been solved. More efficient load -bearing capacity and structural stability.
Patent Information
- Application Number
- CN202420400443.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-03-02
- Publication Date
- 2025-01-28
- Estimated Expiration
- 2034-03-02
AI Technical Summary
In the prior art, a single steel pipe pile or anchor pile is not effective in increasing the cementation of the broken formation and improving the overall bearing capacity of the formation, and the overall joint stress performance with the upper connecting members is poor.
The steel pipe anchor band combination pile, including the steel pipe of the outer wall and an anchor bouquet set in the inner wall of the outer wall, forms the whole with stabilized cement paddle and no shrinkage mortar and strata, and poured with the top of the pile.
Effectively improve the load -bearing capacity of the upper structure, enhance the overall bearing capacity of the strata, and improve the combined stress performance of the structure.
Smart Images
Figure CN222413997U_ABST
Abstract
Description
Technical Field
[0001] The utility model belongs to the technical field of reinforcement of engineering slopes, engineering foundation pits and other foundation bottom plates bearing foundations, and relates to a reinforcement structure, in particular to a bearing foundation reinforcement structure. Background Art
[0002] Steel pipe piles and anchor piles are currently commonly used support structures.
[0003] In the prior art, steel pipe pile technology refers to placing a steel pipe in a small borehole, then sealing the hole by pressure grouting or pouring concrete to form a micro bored pile, and then setting cast-in-place concrete on the top to form an integral row of piles. This technology has the advantages of strong structural integrity, simple process, and low cost, and has become a commonly used treatment technology in ground reinforcement. However, this technology only sets a steel pipe inside the borehole without anchor bars, resulting in low structural strength and the effect of changing the foundation bearing capacity is often not ideal.
[0004] In the prior art, anchor pile technology is generally composed of multiple steel bars welded together. During construction, a hole is drilled on a rock or soil slope, and a grouting pipe and anchor pile are tied together and inserted into the hole. The grouting pipe is used to inject pure cement slurry or cement mortar into the entire hole at one time. The use of anchoring technology can reduce the amount of excavation and concrete engineering. Therefore, mortar anchor piles have been widely used in various projects.
[0005] In the prior art, a single steel pipe pile or anchor pile only forms a micro pile column, the slurry diffusion is limited, and the effect of increasing the cementation of the broken stratum and improving the overall bearing capacity of the stratum is not ideal. In addition, the overall joint force performance of the single steel pipe pile or anchor pile and its upper connecting member is poor.
[0006] Therefore, in order to solve these problems, the utility model proposes a load-bearing foundation reinforcement structure. Summary of the invention
[0007] In view of the above-mentioned shortcomings of the prior art, the purpose of the utility model is to provide a load-bearing foundation reinforcement structure to solve the technical problem that the single steel pipe pile or anchor pile in the prior art is poor in increasing the bonding of broken strata and improving the overall bearing capacity of the strata.
[0008] To achieve the above-mentioned purpose and other related purposes, the utility model provides a load-bearing foundation reinforcement structure, including a pedestal and a plurality of equally spaced boreholes arranged below the pedestal, each of the boreholes being provided with a steel pipe anchor bar composite pile, the steel pipe anchor bar composite pile comprising an outer wall steel pipe and an anchor bar bundle arranged in the outer wall steel pipe, a plurality of evenly arranged overflow holes being opened on the outer wall of the outer wall steel pipe, the upper ends of the outer wall steel pipe and the anchor bar bundle both extending into the pedestal and being cast integrally with the pedestal.
[0009] Preferably, in any of the above schemes, the depth of the borehole embedded in the bedrock is 1 / 3 of the depth of the borehole, and the depth of the borehole embedded in the bedrock is not less than 2m.
[0010] Preferably in any of the above schemes, overflow holes with a diameter of 18 to 22 mm are provided on the outer wall steel pipe at a plum blossom-shaped spacing of 280 to 320 mm.
[0011] Preferably in any of the above schemes, the anchor bar bundle is welded into a whole by three steel bars, and a welding reinforcement surface is formed at the welding point.
[0012] Preferably, in any of the above schemes, the spacing between the welded reinforcement surfaces is 1 / 3 of the length of the steel pipe anchor bar composite pile, and the weld at the welded reinforcement surface is 8-12 mm long and 1-2 mm thick.
[0013] Preferably in any of the above schemes, the depth to which the outer wall steel pipe is embedded in the base is 1 / 3 to 1 / 2 of the thickness of the base.
[0014] Preferably, in any of the above schemes, the anchor bar bundle is embedded in the cap to a depth of 1 / 2 to 3 / 4 of the thickness of the cap.
[0015] Preferably in any of the above schemes, a single anchor bar in the anchor bar bundle is bent at an angle of 160° to 170° at 0.5 to 0.7 m from the top and connected and fixed to the base reinforcement in an unfolded state.
[0016] Preferably in any of the above schemes, a single anchor bar in the anchor bar bundle is bent into an angle of 165° at 0.6 m from the top.
[0017] As described above, the load-bearing foundation reinforcement structure of the utility model has the following beneficial effects:
[0018] 1. In the utility model, a steel pipe pile is combined with an anchor pile, and a stable cement slurry and a non-shrinkage mortar are poured to form a whole with the stratum, and at the same time, the pile top cap is cast as a whole to achieve the purpose of playing a role together, which can effectively improve the bearing capacity of the upper structure.
[0019] 2. The utility model has a simple structure, the required material components are relatively easy to obtain and manufacture, the construction operability is strong, and it has strong practicality.
[0020] 3. The utility model has the characteristics of small size, lightweight construction and convenience, and has broad application prospects, especially when narrow slopes need foundation reinforcement. BRIEF DESCRIPTION OF THE DRAWINGS
[0021] Figure 1 Shown is a schematic diagram of the elevation structure of the utility model.
[0022] Figure 2Display as Figure 1 Schematic diagram of the AA section.
[0023] Figure 3 Display as Figure 1 Schematic diagram of the BB section.
[0024] Figure 4 show Figure 1 Schematic diagram of the CC section.
[0025] Component number description
[0026] 1-cap; 2-drilled hole; 3-outer wall steel pipe; 4-overflow hole; 5-anchor reinforcement bundle; 6-welded reinforcement surface; 7-filling body. DETAILED DESCRIPTION
[0027] The following is a description of the implementation of the present invention by means of specific embodiments. People familiar with the art can easily understand other advantages and effects of the present invention from the contents disclosed in this specification.
[0028] See also Figures 1 to 4 It should be noted that the structures, proportions, sizes, etc. illustrated in the drawings in this specification are only used to match the contents disclosed in the specification for people familiar with this technology to understand and read, and are not used to limit the limiting conditions for the implementation of the utility model, so they have no substantial technical significance. Any modification of the structure, change in the proportion relationship, or adjustment of the size should still fall within the scope of the technical content disclosed by the utility model without affecting the effects and purposes that can be achieved by the utility model. At the same time, the terms such as "upper", "lower", "left", "right", "middle" and "one" quoted in this specification are only for the convenience of description, and are not used to limit the scope of the implementation of the utility model. The change or adjustment of their relative relationship should also be regarded as the scope of the implementation of the utility model without substantially changing the technical content.
[0029] See also Figure 1-4 The utility model provides a load-bearing foundation reinforcement structure, including a cap 1 and a plurality of equally spaced boreholes 2 arranged below the cap 1, each of the boreholes 2 is provided with a steel pipe anchor bar composite pile, the steel pipe anchor bar composite pile includes an outer wall steel pipe 3 and an anchor bar bundle 5 arranged in the outer wall steel pipe 3, the outer wall of the outer wall steel pipe 3 is provided with a plurality of evenly arranged overflow holes 4, the upper ends of the outer wall steel pipe 3 and the anchor bar bundle 5 are both extended into the cap 1 and cast integrally with the cap 1.
[0030] When this embodiment is used, in order to solve the problem that a single steel pipe pile or anchor pile in the prior art only forms a micro pile column, the diffusion of slurry is limited, and the effect of increasing the cementation of the broken stratum to improve the overall bearing capacity of the stratum is not ideal; and the technical problem that the overall joint force performance of a single steel pipe pile or anchor pile and its upper connecting member is poor, this embodiment proposes a steel pipe anchor combined pile to improve the bearing capacity of the upper structure. Specifically, the load-bearing foundation reinforcement structure includes a cap 1 and a number of evenly arranged boreholes 2 arranged below the cap 1. The depth of the borehole 2 embedded in the bedrock is controlled according to 1 / 3 of the depth of the borehole 2 and is at least 2m, that is, the longer the pile length, the deeper the depth of the borehole 2 embedded in the bedrock. After the drilling 2 is completed, the outer wall steel pipe 3 with the overflow hole 4 is lowered, the outer wall steel pipe 3 is first grouting, and then the anchor bar bundle 5 is set, and then the filling body 7 is poured again to form a steel pipe anchor combined pile, and finally multiple pile bodies and the upper cap 1 are integrally cast to form a load-bearing foundation reinforcement structure.
[0031] The outer wall steel pipe 3 is grouted with cement slurry, and the filling body 7 is filled with non-shrinkage mortar.
[0032] Therefore, this embodiment adopts a combination of steel pipe piles and anchor piles, and forms a whole with the stratum by pouring stable cement slurry and non-shrinkage mortar. At the same time, it is cast as a whole with the pile top base 1 to achieve the purpose of working together, which can effectively improve the bearing capacity of the upper structure.
[0033] As a further description of the above embodiment, the paddle overflow hole 4 is opened in the outer wall steel pipe 3 in a plum blossom shape, and the diameter of the paddle overflow hole 4 is 20 mm. Of course, the diameter of the paddle overflow hole 4 is not limited to 20 mm, and can be adjusted accordingly according to the actual construction situation, as long as it can meet the construction requirements, such as the diameter of the paddle overflow hole 4 can be 18 mm, 22 mm, etc.
[0034] In this embodiment, the spacing between the overflow holes 4 is 300 mm, but is not limited to 300 mm. It can be adjusted accordingly according to the actual construction situation as long as it can meet the construction requirements. For example, the spacing between the overflow holes 4 can be 280 mm, 320 mm, etc.
[0035] As a further description of the above embodiment, the anchor bar bundle 5 is welded into a whole by three steel bars, and a welding reinforcement surface 6 is formed at the welding point.
[0036] When this embodiment is used, the anchor bar bundle 5 is welded into a whole by three threaded steel bars, and the welding of the three threaded steel bars forms a welding reinforcement surface 6. The distance between two adjacent welding reinforcement surfaces 6 is 1 / 3 of the length of the steel pipe anchor bar composite pile.
[0037] In this embodiment, the weld length and thickness of the weld reinforcement surface 6 are 10 mm and 1 mm, of course, the weld length and thickness of the weld reinforcement surface 6 are not limited thereto, and can be adjusted accordingly according to actual construction conditions, such as the weld length can be 8 mm, 11 mm, etc., and the weld thickness can be 1.5 mm, 2 mm, etc.
[0038] As a further description of the above embodiment, the depth of the outer wall steel pipe 3 embedded in the cap 1 is 1 / 3 of the thickness of the cap 1. The depth of the anchor bar bundle 5 embedded in the cap 1 is 1 / 2 of the thickness of the cap 1.
[0039] When this embodiment is used, the outer wall steel pipe 3 and the anchor bar bundle 5 are embedded in the cap 1 to increase the contact area between the outer wall steel pipe 3 and the anchor bar bundle 5 and the cap 1, thereby increasing the bonding capacity between the outer wall steel pipe 3 and the anchor bar bundle 5 and the cap 1 and improving the overall bearing capacity of the stratum.
[0040] The depth of the outer wall steel pipe 3 embedded in the cap 1 is not limited to 1 / 3 of the thickness of the cap 1, as long as it can achieve a good bonding effect, such as the depth of the outer wall steel pipe 3 embedded in the cap 1 is 1 / 3 to 1 / 2 of the thickness of the cap 1.
[0041] The depth of the anchor bar bundle 5 embedded in the cap 1 is not limited to 1 / 2 of the thickness of the cap 1, as long as it can achieve a good bonding effect, the depth of the anchor bar bundle 5 embedded in the cap 1 is 1 / 2 to 3 / 4 of the thickness of the cap 1.
[0042] As a further description of the above embodiment, a single anchor bar in the anchor bar bundle 5 is bent at an angle of 165° at 0.6 m from the top, and is connected and fixed to the steel bar of the cap 1 in an unfolded state.
[0043] When this embodiment is used, the top 0.6m of a single anchor bar in the anchor bar bundle 5 is bent outward at an angle of 165° and then unfolded to be connected and fixed to the steel bars of the pedestal 1. This can further increase the bonding capacity between the anchor bar bundle 5 and the pedestal 1, thereby further increasing the stability of the structure and improving the bearing capacity of the load-bearing foundation reinforcement structure for the upper structure.
[0044] In this embodiment, a single anchor bar in the anchor bar bundle 5 is not limited to being bent at the top 0.6m, and can be connected to the steel bars of the cap 1 after being bent at the top 0.5m or 0.7m.
[0045] In this embodiment, a single anchor bar in the anchor bar bundle 5 is not limited to being bent at an angle of 165°, and other angles that can increase the bonding strength between the anchor bar bundle 5 and the cap 1 are also acceptable, such as 160°, 170°, etc.
[0046] The following is an example of the foundation reinforcement construction of the EL1084 downslope belt conveyor in a hydropower project in Pakistan.
[0047] like Figure 1As shown, the utility model is suitable for the construction field where the engineering slope needs to be reinforced. The borehole 2 is drilled with a high wind pressure drill and a pipe to form a borehole 2 with a diameter of 150 mm. The borehole 2 is embedded in the bedrock by 2 meters or 1 / 3 of the depth of the borehole 2. After the drilling 2 is completed, the borehole 2 is cleaned to remove the sediment in the hole. After the drilling 2 is cleaned, the outer wall steel pipe 3 is lowered.
[0048] The outer wall steel pipe 3 is a seamless steel pipe with a wall thickness of 4mm and an inner diameter of 108mm. The outer wall steel pipe 3 is connected by a pipe clamp. The outer wall steel pipe 3 is cross-punched with a spacing of 300mm, and 20mm diameter overflow holes are arranged alternately up and down. After the drilling hole 2 is cleaned, the prepared outer wall steel pipe 3 is lowered, and then the wall casing of the drilling hole 2 is pulled out.
[0049] After the outer wall steel pipe 3 is installed, the 0.5:1 cement slurry is used to pressure-inject the stratum through the outer wall steel pipe 3 to improve the overall bearing capacity of the slope rock mass. After the stabilizing slurry injection is completed, the prepared anchor bar bundle 5 is immediately lowered.
[0050] The anchor bar bundle 5 is made of 3 threaded steel bars with a diameter of 28 welded together. The welding reinforcement surface 6 is arranged in a row at a spacing of 1 / 3 of the pile length. The weld is 10 mm long and 1 mm thick. The single steel bar at the upper part of the steel bar bundle is bent into an angle of 165° at a length of 0.6 m and is unfolded and fixed to the concrete cap 1 steel bar.
[0051] After the anchor bar bundle 5 is installed in place, the filling body 77M40 non-shrinkage mortar is immediately pressurized and poured until the hole is full.
[0052] The dense reinforcement structure formed by the outer wall steel pipe 3 and the anchor bar bundle 5 is integrally cast together with the upper pedestal 1 to form a load-bearing foundation for the upper structure.
[0053] In summary, the utility model combines steel pipe piles with anchor piles, and forms a whole with the stratum by pouring stable cement slurry and non-shrinkage mortar, and at the same time, casts the pile top cap as a whole, so as to achieve the purpose of working together, and can effectively improve the bearing capacity of the upper structure. Therefore, the utility model effectively overcomes various shortcomings in the prior art and has a high industrial utilization value.
[0054] The above embodiments are merely illustrative of the principles and effects of the present invention, and are not intended to limit the present invention. Anyone familiar with the technology may modify or alter the above embodiments without departing from the spirit and scope of the present invention. Therefore, all equivalent modifications or alterations made by a person of ordinary skill in the art without departing from the spirit and technical concept disclosed in the present invention shall still be covered by the claims of the present invention.
Claims
1. A load-bearing foundation reinforcement structure, comprising a cap (1) and a plurality of equally spaced boreholes (2) arranged below the cap (1), characterized in that: A steel pipe anchor bar composite pile is provided in each of the boreholes (2), and the steel pipe anchor bar composite pile comprises an outer wall steel pipe (3) and an anchor bar bundle (5) arranged in the outer wall steel pipe (3). The outer wall of the outer wall steel pipe (3) is provided with a plurality of evenly arranged overflow holes (4). The upper ends of the outer wall steel pipe (3) and the anchor bar bundle (5) are both extended into the pedestal (1) and cast integrally with the pedestal (1).
2. The load-bearing foundation reinforcement structure according to claim 1, characterized in that: The depth of the borehole (2) embedded in the bedrock is 1 / 3 of the depth of the borehole (2), and the depth of the borehole (2) embedded in the bedrock is not less than 2m.
3. The load-bearing foundation reinforcement structure according to claim 1, characterized in that: The outer wall steel pipe (3) is provided with paddle overflow holes (4) with a diameter of 18 to 22 mm at a plum blossom-shaped spacing of 280 to 320 mm.
4. The load-bearing foundation reinforcement structure according to claim 1, characterized in that: The anchor bar bundle (5) is welded into a whole by three steel bars, the welding points of the three steel bars are welding points, and the welding reinforcement surfaces (6) are formed at the welding points.
5. The load-bearing foundation reinforcement structure according to claim 4, characterized in that: The spacing between the welded reinforcement surfaces (6) is 1 / 3 of the length of the steel pipe anchor bar composite pile, and the weld at the welded reinforcement surface (6) is 8 to 12 mm long and 1 to 2 mm thick.
6. The load-bearing foundation reinforcement structure according to claim 1, characterized in that: The depth of the outer wall steel pipe (3) embedded in the cap (1) is 1 / 3 to 1 / 2 of the thickness of the cap (1).
7. The load-bearing foundation reinforcement structure according to claim 1, characterized in that: The anchor bar bundle (5) is embedded in the cap (1) to a depth of 1 / 2 to 3 / 4 of the thickness of the cap (1).
8. The load-bearing foundation reinforcement structure according to claim 4, characterized in that: A single anchor bar in the anchor bar bundle (5) is bent at an angle of 160° to 170° at a position 0.5 to 0.7 m from the top, and is connected and fixed to the steel bars of the cap (1) in an unfolded state.
9. The load-bearing foundation reinforcement structure according to claim 8, characterized in that: A single anchor bar in the anchor bar bundle (5) is bent at an angle of 165° at a position 0.6 m from the top.