Combined plate-cable foundation hole body backfill soil tamping device and method

Abstract

The present application belongs to the technical field of combined plate cable anchor cable backfill soil rammer, and discloses a combined plate cable foundation hole body backfill soil ramming device and method, the combined plate cable foundation hole body backfill soil ramming method comprising: combined plate cable foundation pile pit backfill soil, adopting layered paving; according to the compaction degree change law after the hole body backfill soil ramming, controlling the thickness of each layer, the ramming times of each layer and the height of the rammer falling distance each time; the hammer should be kept stable, and the ramming position is accurate. The present application can realize the ramming compaction of the backfill in the hole body, can overcome the shortcomings that the existing flat bottom rammer is easy to tilt and ramming deviation, and the ramming quality is not easy to guarantee, and improves the ramming efficiency. In addition, the through hole arranged in the middle not only can ensure the smooth passing of the combined plate cable main anchor, but also is more conducive to emptying the air wave through the air hole and reducing the air wave generated in the falling process of the rammer. Layered ramming can ensure that each layer of rammed soil reaches the designed compaction degree.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of combined plate cable anchor backfill soil rammer, and particularly relates to a combined plate cable foundation hole body backfill soil ramming device and method. BACKGROUND

[0002] At present, the combined plate cable foundation as a new type of power transmission line foundation has the characteristics of good assembly performance, strong resistance to dynamic load, high safety and reliability, fast construction speed and low engineering cost, and has been applied in pilot in power transmission line engineering and achieved good results. In the process of popularization and application of the foundation, in order to improve the reliability of the foundation, the backfill soil of the foundation hole body needs to be rammed and compacted so as to play the advantage of strong resistance to dynamic load of the combined plate cable foundation. Because the excavation hole diameter is small and there is the influence of the anchor rod, the traditional ramming equipment cannot fully guarantee the ramming quality.

[0003] Through the above analysis, the problems and defects of the prior art are that: because the excavation hole diameter is small and there is the influence of the anchor rod, the traditional ramming method cannot fully guarantee the ramming quality. SUMMARY

[0004] In view of the problems existing in the prior art, the present application provides a combined plate cable foundation hole body backfill soil ramming device and method.

[0005] The present application is realized in a combined plate cable foundation hole body backfill soil ramming method, the combined plate cable foundation hole body backfill soil ramming method comprising:

[0006] Step one, combined plate cable foundation pile pit backfill soil, using layered paving;

[0007] Step two, according to the compaction degree change rule of the hole body backfill soil after ramming, controlling the thickness of each layer, the ramming times of each layer and the height of the rammer each time;

[0008] Step three, the hammer should be kept stable and the ramming position should be accurate.

[0009] Further, in the step one, the thickness of each layer is 30cm, and the ramming times of each layer is 5 times.

[0010] Further, in the step two, the height of the rammer each time is required to be greater than 1 meter, and the ramming depth of the last time is controlled to be 1-2cm.

[0011] Further, in the step two, the compaction degree change rule of the hole body backfill soil after ramming is as follows:

[0012] Let the compaction degree of the soil body before ramming be K0, and the dry unit weight be γ d0, volume V0; the compaction degree of the soil body after ramming is K1, and the dry bulk density is γ d1 , volume V1;

[0013] K=γ d / γ dmax , γ d =m sg / V, wherein m s is the mass of solid particles, g is the acceleration of gravity, and therefore the calculation formula of the relative increment of the compaction degree of the soil body before and after ramming is:

[0014] △=(K1-K0) / K0=γ d1 / γ d0 -1= V0 / V1(%);

[0015] Suppose that the thickness of a certain soil layer is h, the vertical compression strain of the soil layer after ramming is Δh / h, and the lateral expansion strain is ζΔh / h, wherein ξ is a lateral extrusion coefficient, then the volume of the unit volume soil body before ramming is V0= 1, and the volume after ramming is V1= ( 1-Δh / h)( 1 +ζΔh / h) 2 , and therefore the calculation formula of the relative increment of the compaction degree of the soil body before and after ramming can also be expressed as:

[0016] △=1 / ( 1-Δh / h) ( 1 +ζΔh / h) 2 -1(%)。

[0017] Another object of the present application is to provide a combined plate cable foundation hole backfill soil tamping device for implementing the combined plate cable foundation hole backfill soil tamping method, which is provided with an axisymmetric closed shell;

[0018] The axisymmetric closed shell is provided with a rammer outer side wall on the side surface, a lifting ring is arranged on the upper side of the axisymmetric closed shell, and a lifting rope is fixed to the lifting ring;

[0019] The axisymmetric closed shell is provided with a cavity inside, and an arc-shaped bottom surface is arranged on the lower end surface of the axisymmetric closed shell.

[0020] Further, a through hole is arranged in the central part of the upper end surface of the axisymmetric closed shell shell body, and an inner diameter steel pipe penetrating the upper and lower end surfaces is sleeved to the through hole.

[0021] Further, the axisymmetric closed shell is composed of a 3-10mm thick steel plate and is formed by welding, the inside of the axisymmetric closed shell is a hollow structure, the inside of the hollow structure is filled with concrete or lead, and the maximum diameter range of the axisymmetric closed shell structure is 60-100cm.

[0022] Further, the diameter of the through hole is 6-20cm.

[0023] Further, the hanging rings are uniformly arranged at positions with a 90-degree central angle interval, centered on the center of the upper end face of the axisymmetric closed shell, and each has a diameter of 6-15 cm and is equidistant from the central position.

[0024] Further, the arc-shaped bottom face is a special-shaped arc face.

[0025] In combination with all the above technical solutions, the application has the following advantages and positive effects:

[0026] The application adopts layered paving to ensure that each layer is compacted by ramming, and fully utilizes the advantage of the jointed plate cable in strong resistance to dynamic load. The application comprises an axisymmetric closed shell formed by surrounding welding, a hanging ring and a hanging rope, can realize ramming compaction of backfilling in a hole body, can overcome the shortcomings of the existing flat-bottomed rammer in easy tilting and ramming deviation during falling, and can improve the ramming efficiency. In addition, the through hole arranged in the middle not only ensures the smooth passing of the main anchor of the jointed plate cable, but also is beneficial to emptying the air wave through the air hole and reducing the air wave generated during the falling of the rammer. Layered ramming can ensure that each layer of rammed soil reaches the designed compactness. The application is provided with an inner diameter steel pipe in the through hole, and the ventilation effect is better. The application is provided with four hanging rings on the upper end face of the axisymmetric closed shell, and the personnel configuration is flexible, and 2-4 people can use the application together.

[0027] The axisymmetric closed shell in the application is formed by surrounding welding of 3-10 mm steel plates, and the maximum diameter of the axisymmetric closed shell structure is 60-100 cm, which can be filled with concrete or metal such as lead. The hollow cavity in the application is filled with concrete or lead, which can realize ramming compaction of backfilling in a hole body. The diameter of the through hole in the application is 6-20 cm, which improves the ventilation effect. The hanging rings in the application are uniformly arranged at positions with a 90-degree central angle interval, centered on the center of the upper end face of the axisymmetric closed shell, and each has a diameter of 6-15 cm and is equidistant from the central position, and the personnel configuration is flexible, and 2-4 people can use the application together.

[0028] The special-shaped arc face in the application is a spherical surface section with a certain radius, and the radius is related to the diameter of the shell body. The bottom face of the hammer body is a special-shaped arc face, which is not easy to suck the hammer and stick the hammer. When the bottom face of the hammer body falls, the local pressure on the soil body is greater, and the deep ramming effect is better. Compared with other hammer heads, the spherical arc bottom face type hammer has a higher penetration efficiency. The bearing capacity of the treated foundation is improved at a high rate, the lateral pressure on the surrounding soil is relatively uniform, the range is larger, the phenomenon of local stress concentration is reduced, and the soil pore ratio is minimum. BRIEF DESCRIPTION OF DRAWINGS

[0029] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings needed to be used in the embodiments of the present application will be briefly introduced as follows. Obviously, the drawings described below only represent some of the embodiments of the present application, and other drawings can also be obtained by those skilled in the art without any creative effort on the basis of these drawings.

[0030] Figure 1 is a flow chart of the joint plate cable foundation hole body backfill soil tamping method provided by the embodiments of the present application.

[0031] Figure 2 is a structural schematic diagram of the joint plate cable foundation hole body backfill soil tamping device provided by the embodiments of the present application.

[0032] Figure 3 is a sectional view of the joint plate cable foundation hole body backfill soil tamping device provided by the embodiments of the present application.

[0033] Figure 4 is a top view of the joint plate cable foundation hole body backfill soil tamping device provided by the embodiments of the present application.

[0034] Figure 5 is a schematic diagram of a lifting ring structure provided by the embodiments of the present application.

[0035] Figure 6 is a schematic diagram of an inner diameter wall structure provided by the embodiments of the present application.

[0036] Figure 7 is a schematic diagram of a special-shaped cambered surface rammer tamping effect provided by the embodiments of the present application.

[0037] In the figure: 1, lifting ring; 2, rammer outer side wall; 3, arc-shaped bottom surface; 4, inner diameter steel pipe; 5, cavity. DETAILED DESCRIPTION

[0038] In order to make the purpose, technical solutions and advantages of the present application more clear, the present application will be further described in detail below in combination with embodiments. It should be understood that the specific embodiments described here are only used to explain the present application, and are not used to limit the present application.

[0039] In view of the problems existing in the prior art, the present application provides a joint plate cable foundation hole body backfill soil tamping device and method, which will be described in detail below in combination with the drawings.

[0040] As shown in Figure 1 , the joint plate cable foundation hole body backfill soil tamping method provided by the embodiments of the present application comprises:

[0041] S101: Joint plate cable foundation pile hole backfill soil, layered paving is adopted.

[0042] S102: According to the compaction degree change rule of the hole body backfill soil after ramming, the thickness of each layer of paving, the ramming times of each layer and the height of each time of rammer falling are controlled.

[0043] S103: The rammer should be kept stable, and the ramming position is accurate.

[0044] In S101 provided by the embodiment of the application, the thickness of each layer of paving is 30 cm, and the ramming times of each layer are 5 times.

[0045] In S102 provided by the embodiment of the application, the height of each time of rammer falling is required to be greater than 1 meter, and the ramming depth of the last time is controlled to be 1-2 cm.

[0046] In S102 provided by the embodiment of the application, the compaction degree change rule of the hole body backfill soil after ramming is as follows:

[0047] Supposing that the compaction degree of the soil body before ramming is K0, the dry bulk density is γ d0 , and the volume is V0; the compaction degree of the soil body after ramming is K1, the dry bulk density is γ d1 , and the volume is V1;

[0048] According to the definition of the compaction degree, K= γ d / γ dmax , γ d =m sg / V, wherein m s is the mass of solid particles, and g is the acceleration of gravity, so the calculation formula of the relative increment of the compaction degree of the soil body before and after ramming is:

[0049] △= (K1-K0) / K0= γ d1 / γ d0 -1= V0 / V1 (%);

[0050] Supposing that the thickness of a certain soil layer is h, the vertical compression strain of the soil layer after ramming is Δh / h, and the lateral expansion strain is ζΔh / h, wherein ξ is the lateral extrusion coefficient, then the volume of the unit volume soil body before ramming is V0= 1, and the volume after ramming is V1= (1-Δh / h)(1+ζΔh / h) 2 , so the calculation formula of the relative increment of the compaction degree of the soil body before and after ramming can also be expressed as:

[0051] △=1 / (1-Δh / h)(1+ζΔh / h) 2 -1 (%);

[0052] The joint plate cable foundation pile pit backfill soil adopts the layered paving method, the thickness of each layer of paving is 30 cm, the ramming times of each layer are 5 times, the height of each time of rammer falling is required to be greater than 1 meter, and the ramming depth of the last time is controlled to be 1-2 cm. The rammer should be kept stable, and the ramming position is accurate.

[0053] As Figures 2-6 The joint plate cable foundation hole body backfill soil ramming device provided by the embodiment of the application is provided with a rammer outer sidewall 2 on the side of the axisymmetric closed shell, a lifting ring 1 is arranged on the upper side of the axisymmetric closed shell, and a lifting rope is fixed on the lifting ring 1; a cavity 5 is arranged in the axisymmetric closed shell, and the cavity 5 can be filled with concrete or metal such as lead. The axisymmetric closed shell is composed of 3-10 mm steel plates and is formed by welding; the maximum diameter of the axisymmetric closed shell structure is 60-100 cm, and the diameter is 10-30 cm smaller than the diameter of the hole pile.

[0054] A through hole with a diameter of 6-20 cm is arranged in the central part of the upper end surface of the axisymmetric closed shell; the through hole is sleeved with an inner diameter steel pipe 4 (a center sleeve pipe) penetrating the upper and lower end surfaces, and the ventilation effect is better. The lifting ring adapted to artificial ramming is arranged on the upper end surface of the axisymmetric closed shell, and 4-8 lifting rings are uniformly arranged at positions with a central angle of 90°, with the center of the upper end surface as the center, and each lifting ring has a diameter of 6-15 cm and is equidistant from the center; since four lifting rings are arranged on the upper end surface, personnel can be flexibly arranged, and 2-4 persons can use the lifting rings together. The lower end surface of the axisymmetric closed shell is an arc bottom surface 3 (a spherical section) with a certain radius, and the radius is related to the diameter of the shell body. Since the bottom surface of the hammer body is a special-shaped arc surface, the hammer is not easy to be sucked and adhered, the local pressure of the hammer body on the soil body is larger when the bottom surface falls, and the deep ramming effect is better.

[0055] In the description of the present application, unless otherwise specified, the meaning of "a plurality of" is two or more; the orientations or positional relationships indicated by the terms "upper", "lower", "left", "right", "inner", "outer", "front end", "rear end", "head", "tail" and the like are based on the orientations or positional relationships shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as indicating or implying that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the present application. In addition, the terms "first", "second", "third" and the like are only for description purposes and cannot be understood as indicating or implying relative importance.

[0056] The above is only a specific embodiment of the present application, but the protection scope of the present application is not limited thereto, and any modification, equivalent replacement and improvement made by any person skilled in the art within the technical range disclosed by the present application and within the spirit and principles of the present application shall be covered within the protection scope of the present application.

Claims

1. A method for backfilling and compacting soil in the borehole of a combined plate-cable foundation, characterized in that, The method is applicable to the backfill compaction device for the combined plate and cable foundation borehole, which is equipped with an axisymmetric closed shell. The axisymmetric closed shell has an outer wall of a ramming hammer on its side and a lifting ring on its upper side, with a lifting rope fixed to the lifting ring. The axisymmetric closed shell has an internal cavity, and the lower end face of the axisymmetric closed shell has an arc-shaped bottom surface; The axisymmetric closed shell has a through hole at the center of the upper end face, and an inner diameter steel pipe that passes through the upper and lower end faces is sleeved in the through hole. Setting a through hole in the middle not only ensures that the main anchor of the combined plate cable can pass through smoothly, but also facilitates the discharge of air waves through the air hole, reducing the air waves generated during the fall of the hammer; The method for backfilling and compacting the soil in the borehole of the combined cable-stayed foundation includes: Step 1: Backfill the pile pit of the combined plate and cable foundation with soil in layers; Step 2: Based on the compaction variation law of the backfill soil after tamping, control the thickness of each layer, the number of tamping blows per layer, and the height of each hammer drop. Step 3: The hammer should be dropped steadily and the tamping position should be accurate.

2. The method for backfilling and compacting soil in the borehole of the combined plate-cable foundation as described in claim 1, characterized in that, In step one, each layer is 30cm thick and each layer is compacted 5 times.

3. The method for backfilling and compacting soil in the borehole of the combined plate-cable foundation as described in claim 1, characterized in that, In step two, the hammer must drop more than 1 meter each time, and the final impact depth must be controlled at 1-2 cm.

4. The method for backfilling and compacting soil in the borehole of the combined plate-cable foundation as described in claim 1, characterized in that, In step two, the variation pattern of compaction degree of the backfill soil after compaction is as follows: Let the soil compaction degree before tamping be K0, and the dry unit weight be γ. d0 The volume is V0; the compaction degree of the rammed soil is K1, and the dry unit weight is γ. d1 The volume is V1; By the definition of compaction degree, K=γ d / γ dmax γ d =m sg / V, where m s Let g be the mass of the solid particles and g be the acceleration due to gravity. Therefore, the formula for calculating the relative increase in soil compaction degree before and after compaction is: △=(K1-K0) / K0=γ d1 / c d0 -1= V0 / V1(%); Let the thickness of a soil layer be h, the vertical compressive strain of the soil layer after compaction be Δh / h, and the lateral expansion strain be ζΔh / h, where ξ is the lateral extrusion coefficient. Then the volume of the soil per unit volume before compaction is V0 = 1, and the volume after compaction is V1 = (1-Δh / h)(1+ζΔh / h). 2 Therefore, the formula for calculating the relative increase in soil compaction degree before and after tamping can also be expressed as: △=1 / ( 1-Δh / h) ( 1 +ζΔh / h) 2 -1(%)。 5. The method for backfilling and compacting soil in the borehole of the combined plate-cable foundation as described in claim 1, characterized in that, The axisymmetric closed shell is constructed by welding steel plates with a thickness of 3-10mm. The interior of the axisymmetric closed shell is a hollow structure, which is filled with concrete or lead. The maximum diameter of the axisymmetric closed shell structure ranges from 60 to 100cm.

6. The method for backfilling and compacting soil in the borehole of the combined plate-cable foundation as described in claim 5, characterized in that, The diameter of the through hole is 6-20cm.

7. The method for backfilling and compacting soil in the borehole of the combined plate-cable foundation as described in claim 5, characterized in that, The lifting rings are evenly arranged at 4-8 positions at 90° intervals on the upper end face of the axisymmetric closed shell, with the center of the upper end face of the axisymmetric closed shell as the center. Each lifting ring has a diameter of 6-15cm and is equidistant from the center position.

8. The method for backfilling and compacting soil in the borehole of the combined plate-cable foundation as described in claim 5, characterized in that, The arc-shaped bottom surface is an irregular arc surface.

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