Anchor rod static pressure steel pipe pile with high bearing capacity and grouting method thereof

Abstract

The invention discloses a high-bearing-capacity anchor rod static pressure steel pipe pile and a grouting method thereof.The anchor rod static pressure steel pipe pile comprises an anchor rod static pressure steel pipe pile body, a pile body boundary is arranged on the periphery of the anchor rod static pressure steel pipe pile body, and the portion, located on the upper portion of the pile body boundary, of the anchor rod static pressure steel pipe pile body is a non-grouting part; the anchor rod static pressure steel pipe pile body is located on the lower portion of the pile body boundary and is a grouting part, and multiple sets of protection pieces are arranged on the periphery of the grouting part of the anchor rod static pressure steel pipe pile body. A pile tip piece is arranged at the bottom end of the anchor rod static pressure steel pipe pile body; the anchor rod static pressure steel pipe pile body isolates underground water or slurry outside the anchor rod static pressure steel pipe pile body through the protection piece. According to the method, the sleeve valve pipe is pre-embedded in the anchor rod static pressure steel pipe pile body, the gravel and the concrete are backfilled at intervals, a plurality of closed grouting cavities are constructed in the grouting part of the inner cavity of the anchor rod static pressure steel pipe pile, and a segmented, constant-pressure and quantitative grouting mode is achieved, so that grout can be more effectively diffused and filled in different stratums.

Description

Technical Field

[0001] The invention relates to an anchor static pressure steel pipe pile with high bearing capacity and a grouting method thereof. Background Art

[0002] With the continuous development of construction projects and the increasing requirements for project quality, the effectiveness and reliability of foundation reinforcement of existing buildings are facing higher challenges.

[0003] At present, the commonly used construction method to improve the bearing capacity of anchor static pressure steel pipe piles is the post-grouting process of anchor static pressure steel pipe piles, that is, grouting holes are opened in the pile body of the steel pipe pile, and grouting is carried out with the help of the grouting pipe in the inner cavity of the pile body after the pile is pressed, so as to improve the bearing capacity of the anchor static pressure steel pipe pile.

[0004] However, the above method does not fully consider the differences in geological conditions in the grouting area, and fails to adjust the grouting pressure according to the soil differences in different grouting areas during grouting, which can easily lead to problems such as uncontrollable grouting pressure, uncontrollable grouting position, and uncontrollable grouting amount, resulting in undesirable situations such as slurry channeling waste and slurry over-diffusion, making it difficult to ensure the effect and reliability of anchor static pressure steel pipe grouting reinforcement.

[0005] Therefore, a high-bearing-capacity anchor static pressure steel pipe pile and a grouting method thereof are proposed. Summary of the invention

[0006] The object of the present invention is to provide a high-bearing-capacity anchor static pressure steel pipe pile and a grouting method thereof, so as to solve the problems raised in the above-mentioned background technology.

[0007] In order to solve the above technical problems, the present invention provides the following technical solutions: an anchor static pressure steel pipe pile with high bearing capacity, comprising an anchor static pressure steel pipe pile body, The outer periphery of the anchor static pressure steel pipe pile body is provided with a pile body boundary line, the upper part of the anchor static pressure steel pipe pile body is a non-grouting part, the lower part of the anchor static pressure steel pipe pile body is a grouting part, and multiple groups of protective parts are provided on the outer periphery of the grouting part of the anchor static pressure steel pipe pile body; The bottom end of the anchor static pressure steel pipe pile body is provided with a pile tip piece; Wherein, the anchor static pressure steel pipe pile body isolates groundwater or mud outside the anchor static pressure steel pipe pile body through the protective piece.

[0008] Preferably, a sleeve valve tube is provided in the anchor static pressure steel pipe pile body, the sleeve valve tube is located in the middle of the anchor static pressure steel pipe pile body, and the tail end of the sleeve valve tube extends to the pile tip piece.

[0009] Preferably, one end of the sleeve valve tube away from the pile tip piece is located on the anchor static pressure steel pipe pile body, and the distance between the top end of the sleeve valve tube and the top end of the anchor static pressure steel pipe pile body is 20 cm.

[0010] Preferably, the protective member comprises a barbed angle iron, a cavity is formed between the barbed angle iron and the anchor static pressure steel pipe pile body, a wedge-shaped pile body grouting hole is opened on the outer periphery of the anchor static pressure steel pipe pile body at the cavity, and a wedge-shaped pile body plug is arranged in the wedge-shaped pile body grouting hole.

[0011] Preferably, the wedge-shaped pile body plug cooperates with the wedge-shaped pile body grouting hole, and the radius of the wedge-shaped pile body plug at one end of the outer wall of the anchor static steel pipe pile body is larger than the radius of the wedge-shaped pile body plug at one end of the inner wall of the anchor static steel pipe pile body.

[0012] Preferably, the pile tip member comprises a pile tip tube, a tube plate is arranged at the top end surface of the pile tip tube, a reinforcing rib plate is arranged at the lower part of the tube plate, and the reinforcing rib plate is in a "cross" shape.

[0013] Preferably, four groups of pile tip grouting holes are opened at the cylinder plate, and wedge-shaped pile tip plugs are arranged in the pile tip grouting holes.

[0014] Preferably, a sleeve valve tube grouting hole is opened on the outer periphery of the sleeve valve tube, and the sleeve valve tube grouting hole is at the same height as the wedge-shaped pile body grouting hole, and the sleeve valve tube grouting hole and the wedge-shaped pile body grouting hole are both located in the middle of each soil layer.

[0015] A grouting method for high-bearing-capacity anchor static pressure steel pipe piles comprises the following steps: Step S1, according to the geological survey report, determine that the pile body grouting boundary line is located at the top of the anchor static pressure steel pipe pile body to be grouting position; Step S2, welding the pile tip piece to the bottom end of the anchor static pressure steel pipe pile body, and using a wedge-shaped pile tip plug to plug the pile tip grouting hole at the pile tip piece; Step S3, constructing the anchor static pressure steel pipe pile body to the designed elevation according to the design requirements; Step S4, installing the sleeve valve tube inside the anchor static pressure steel pipe pile body so that the bottom of the sleeve valve tube is located at the top of the pile tip. After installation, the top of the sleeve valve tube is controlled to be 20 cm higher than the top of the steel pipe pile body. Step S5, determine the position of the concrete partition layer according to the soil layer information in the geological survey report, backfill the grouting part with crushed stone and 100 cm thick concrete partition layer from bottom to top, and build multiple closed grouting chambers in the grouting part of the inner cavity of the anchor static pressure steel pipe pile body; Step S6, using concrete pouring anchor rods to statically pressurize the non-grouting part of the steel pipe pile body; Step S7, after the concrete and the concrete separation layer in the anchor static pressure steel pipe pile body are solidified, grouting is performed through the sleeve valve pipe, and the soil layer in the grouting part of the anchor static pressure steel pipe pile body is defined as the grouting range, each gravel area corresponds to a soil layer, and is used as a step distance of the grouting work, and grouting is performed from bottom to top; When the grouting of one layer of gravel area is completed, the core pipe in the sleeve valve pipe is lifted to the upper layer of gravel area, and so on, until all the grouting work of the grouting part is completed and the grouting is completed; Step S8: seal the piles as required and the construction is completed.

[0016] Compared with the prior art, the present invention has the following beneficial effects: The present invention pre-buries the sleeve valve pipe inside the anchor static pressure steel pipe pile body, and the inner cavity of the anchor static pressure steel pipe pile is backfilled with crushed stone and concrete at intervals, and a plurality of closed grouting chambers are constructed in the grouting part of the inner cavity of the anchor static pressure steel pipe pile, realizing a segmented, constant pressure, and quantitative grouting mode, so that the slurry can be more effectively diffused and filled in different strata.

[0017] Through segmented grouting, the differences in strata can be fully considered, and the grouting process can be personalized and precise. It can be precisely regulated according to the characteristics of different strata. For soft soil areas, the grouting volume can be appropriately increased and the pressure can be reduced to ensure that the slurry fully penetrates and achieves stable reinforcement; For areas with hard soil, the grouting pressure can be increased to facilitate the smooth injection of slurry into the compact soil layer, thus achieving the ideal reinforcement effect.

[0018] Constant pressure and quantitative grouting can strictly control the grouting process and avoid waste of grouting materials. While ensuring effective diffusion and filling of the slurry, it greatly improves the grouting effect and thus significantly improves the bearing capacity of a single pile.

[0019] The grouting equipment of the present invention is simple and has a convenient construction process, and can be widely used in silty soil, silt, sandy soil, clay, strongly weathered rock, moderately weathered rock and special soil geological conditions.

[0020] This invention has extremely high application value and economic benefits. In actual engineering applications, it can provide reliable protection for the reinforcement of existing building foundations, reduce engineering costs, and improve engineering quality and efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0021] Figure 1 It is a schematic diagram of the overall structure of an embodiment of the present invention; Figure 2 It is a schematic diagram of the cutaway structure of an embodiment of the present invention; Figure 3 A schematic diagram of the pile tip structure of an embodiment of the present invention; Figure 4A schematic diagram of a cross-sectional structure of a pile tip member according to an embodiment of the present invention; Figure 5 This is an enlarged schematic diagram of the structure at A of an embodiment of the present invention; Figure 6 It is an enlarged schematic diagram of the protective element structure of an embodiment of the present invention; Figure 7 It is a schematic diagram of anchor static pressure pile grouting according to an embodiment of the present invention.

[0022] In the figure: 1. Anchor static pressure steel pipe pile body; 101. Non-grouting part; 102. Grouting part; 2. Pile body dividing line; 3. Protective part; 301. Barbed angle iron; 302. Cavity; 303. Wedge-shaped pile body grouting hole; 304. Wedge-shaped pile body plug; 4. Pile tip part; 401. Pile tip tube; 402. Tube plate; 403. Reinforcement rib plate; 404. Pile tip grouting hole; 405. Wedge-shaped pile tip plug; 5. Sleeve valve pipe; 501. Sleeve valve pipe grouting hole. DETAILED DESCRIPTION

[0023] In order to solve the problem that the existing methods cannot fully consider the differences in geological conditions in the grouting areas, the soil differences in different grouting areas adjust the grouting pressure, and it is difficult to ensure the effect and reliability of the anchor static pressure steel pipe grouting reinforcement, the embodiment of the present invention provides a high-bearing capacity anchor static pressure steel pipe pile and a grouting method thereof. The technical scheme in the embodiment of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiment of the present invention. Obviously, the described embodiment is only a part of the embodiment of the present invention, not all of the embodiments. Based on the embodiments in the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0024] See also Figure 1-7 The present invention provides a high-bearing capacity anchor static pressure steel pipe pile, comprising an anchor static pressure steel pipe pile body 1, The outer periphery of the anchor static pressure steel pipe pile body 1 is provided with a pile body boundary line 2, the upper part of the anchor static pressure steel pipe pile body 1 located on the pile body boundary line 2 is a non-grouting part 101, the lower part of the anchor static pressure steel pipe pile body 1 located on the pile body boundary line 2 is a grouting part 102, and multiple groups of protective members 3 are provided on the outer periphery of the grouting part 102 of the anchor static pressure steel pipe pile body 1; The bottom end of the anchor static pressure steel pipe pile body 1 is provided with a pile tip 4 for grouting; The anchor static steel pipe pile body 1 isolates groundwater or mud from the anchor static steel pipe pile body 1 through the protective member 3 .

[0025] Furthermore, a sleeve valve tube 5 is provided in the anchor static pressure steel pipe pile body 1 , and the sleeve valve tube 5 is located in the middle of the anchor static pressure steel pipe pile body 1 , and the tail end of the sleeve valve tube 5 extends to the pile tip piece 4 .

[0026] Furthermore, one end of the sleeve valve tube 5 away from the pile tip 4 is located on the anchor static steel pipe pile body 1, and the distance between the top of the sleeve valve tube 5 and the top of the anchor static steel pipe pile body 1 is 20 cm. The bottom end of the sleeve valve tube 5 is at the top of the pile tip 4, and its upper end is 20 cm higher than the top of the anchor static steel pipe pile body 1, so as to facilitate the subsequent grouting operation.

[0027] Furthermore, the protective member 3 includes a barbed angle iron 301, a cavity 302 is formed between the barbed angle iron 301 and the anchor static pressure steel pipe pile body 1, a wedge-shaped pile body grouting hole 303 is opened on the outer periphery of the anchor static pressure steel pipe pile body 1 at the cavity 302, and a wedge-shaped pile body plug 304 is provided in the wedge-shaped pile body grouting hole 303. Before the pile driving operation, the wedge-shaped pile body plug 304 is required to close the wedge-shaped pile body grouting hole 303 to prevent groundwater or mud from flowing back into the anchor static pressure steel pipe pile body 1 during the construction process.

[0028] Furthermore, the wedge-shaped pile plug 304 cooperates with the wedge-shaped pile grouting hole 303, and the radius of the wedge-shaped pile plug 304 at one end of the outer wall of the anchor static steel pipe pile body 1 is greater than the radius of the wedge-shaped pile plug 304 at one end of the inner wall of the anchor static steel pipe pile body 1.

[0029] Furthermore, the pile tip member 4 includes a pile tip tube 401, a tube plate 402 is disposed at the top end of the pile tip tube 401, a reinforcing rib plate 403 is disposed at the lower portion of the tube plate 402, and the reinforcing rib plate 403 is in a "cross" shape.

[0030] Furthermore, four groups of pile tip grouting holes 404 are opened at the cylinder plate 402 , and wedge-shaped pile tip plugs 405 are arranged in the pile tip grouting holes 404 .

[0031] Furthermore, a sleeve valve tube grouting hole 501 is opened on the outer periphery of the sleeve valve tube 5, and the sleeve valve tube grouting hole 501 is at the same height as the wedge pile body grouting hole 303, and the sleeve valve tube grouting hole 501 and the wedge pile body grouting hole 303 are both located in the middle of each soil layer.

[0032] A grouting method for high-bearing-capacity anchor static pressure steel pipe piles comprises the following steps: Step S1, according to the geological survey report, determine that the pile body grouting boundary line is located at the top of the anchor static pressure steel pipe pile body 1 to be grouted; Step S2, the pile tip member 4 is welded to the bottom end of the anchor static pressure steel pipe pile body 1, and the pile tip grouting hole 404 at the pile tip member 4 is blocked by the wedge-shaped pile tip plug 405; Step S3, constructing the anchor static pressure steel pipe pile body 1 to the designed elevation according to the design requirements; Step S4, installing the sleeve valve tube 5 inside the anchor static pressure steel pipe pile body 1, so that the bottom of the sleeve valve tube 5 is located at the top of the pile tip 4, and after installation, the top of the sleeve valve tube 5 is controlled to be 20 cm higher than the top of the steel pipe pile body 1; Step S5, determine the position of the concrete partition layer according to the soil layer information in the geological survey report, backfill the grouting part 102 with crushed stone and 100 cm thick concrete partition layer from bottom to top, and build a plurality of closed grouting chambers in the grouting part of the inner cavity of the anchor static pressure steel pipe pile body 1; Step S6, using concrete pouring anchor rods to statically pressurize the non-grouting part 101 of the steel pipe pile body 1; Step S7, after the concrete and the concrete separation layer in the anchor static pressure steel pipe pile body 1 are solidified, grouting is performed through the sleeve valve pipe 5, and the soil layer in the grouting part 102 of the anchor static pressure steel pipe pile body 1 is defined as the grouting range, and each gravel area corresponds to a soil layer, which is used as a step distance of the grouting work, and grouting is performed from bottom to top; When the grouting of one layer of gravel area is completed, the core pipe in the sleeve valve pipe 5 is lifted to the upper layer of gravel area, and so on, until all the grouting work of the grouting part 102 is completed, and the grouting is completed; Step S8: seal the piles as required and the construction is completed.

[0033] The high-bearing capacity anchor static pressure steel pipe pile and grouting method thereof of the present invention have the following advantages: The present invention pre-buries the sleeve valve tube 5 inside the anchor static pressure steel pipe pile body 1, and the inner cavity of the anchor static pressure steel pipe pile is backfilled with crushed stone and concrete at intervals, and then a closed grouting chamber is constructed in the grouting part 102 of the inner cavity of the anchor static pressure steel pipe pile, realizing a segmented, constant pressure, and quantitative grouting mode, so that the slurry can be more effectively diffused and filled in different strata.

[0034] Through segmented grouting, the differences in strata can be fully considered, and the grouting process can be personalized and precise. It can be precisely regulated according to the characteristics of different strata. For soft soil areas, the grouting volume can be appropriately increased and the pressure can be reduced to ensure that the slurry fully penetrates and achieves stable reinforcement; For areas with hard soil, the grouting pressure can be increased to facilitate the smooth injection of slurry into the compact soil layer, thus achieving the ideal reinforcement effect.

[0035] Constant pressure and quantitative grouting can strictly control the grouting process and avoid unnecessary waste of grouting materials. While ensuring the effective diffusion and filling of the slurry, it greatly improves the grouting effect and thus significantly improves the bearing capacity of the single pile.

[0036] The grouting equipment of the present invention is simple and has a convenient construction process, and can be widely used in silty soil, silt, sandy soil, clay, strongly weathered rock, moderately weathered rock and special soil geological conditions.

[0037] This invention has extremely high application value and economic benefits. In actual engineering applications, it can provide reliable protection for the reinforcement of existing building foundations, reduce engineering costs, and improve engineering quality and efficiency.

[0038] While the invention has been shown and described, it will be appreciated by those skilled in the art that many changes, modifications, substitutions and variations may be made thereto without departing from the principles and spirit of the invention, the scope of the invention being defined by the appended claims and their equivalents.

Claims

1. A high-bearing anchor static pressure steel pipe pile, characterized in that: It comprises an anchor static pressure steel pipe pile body (1), The anchor static pressure steel pipe pile body (1) is provided with a pile body boundary line (2) on its outer periphery; the portion of the anchor static pressure steel pipe pile body (1) located above the pile body boundary line (2) is a non-grouting portion (101); the portion of the anchor static pressure steel pipe pile body (1) located below the pile body boundary line (2) is a grouting portion (102); and a plurality of groups of protective elements (3) are provided on the outer periphery of the grouting portion (102) of the anchor static pressure steel pipe pile body (1); A pile tip piece (4) is provided at the bottom end of the anchor static pressure steel pipe pile body (1); The anchor static pressure steel pipe pile body (1) isolates groundwater or mud from outside the anchor static pressure steel pipe pile body (1) through the protective piece (3).

2. The high-bearing anchor static pressure steel pipe pile according to claim 1, characterized in that: A sleeve valve tube (5) is arranged in the anchor static pressure steel pipe pile body (1); the sleeve valve tube (5) is located in the middle of the anchor static pressure steel pipe pile body (1), and the tail end of the sleeve valve tube (5) extends to the pile tip piece (4).

3. The high-bearing anchor static pressure steel pipe pile according to claim 2, characterized in that: One end of the sleeve valve tube (5) away from the pile tip piece (4) is located on the anchor static pressure steel pipe pile body (1), and the distance between the top end of the sleeve valve tube (5) and the top end of the anchor static pressure steel pipe pile body (1) is 20 cm.

4. The high-bearing anchor static pressure steel pipe pile according to claim 3, characterized in that: The protective member (3) comprises a barbed angle iron (301), a cavity (302) is formed between the barbed angle iron (301) and the anchor static pressure steel pipe pile body (1), a wedge-shaped pile body grouting hole (303) is opened on the outer periphery of the anchor static pressure steel pipe pile body (1) at the cavity (302), and a wedge-shaped pile body plug (304) is arranged in the wedge-shaped pile body grouting hole (303).

5. The high-bearing anchor static pressure steel pipe pile according to claim 4, characterized in that: The wedge-shaped pile body plug (304) cooperates with the wedge-shaped pile body grouting hole (303), and the radius of the wedge-shaped pile body plug (304) located at one end of the outer wall of the anchor static pressure steel pipe pile body (1) is greater than the radius of the wedge-shaped pile body plug (304) located at one end of the inner wall of the anchor static pressure steel pipe pile body (1).

6. The high-bearing anchor static pressure steel pipe pile according to claim 5, characterized in that: The pile tip member (4) comprises a pile tip tube (401), a tube plate (402) is arranged at the top end surface of the pile tip tube (401), a reinforcing rib plate (403) is arranged at the bottom of the tube plate (402), and the reinforcing rib plate (403) is in the shape of a "cross".

7. The high-bearing anchor static pressure steel pipe pile according to claim 6, characterized in that: Four groups of pile tip grouting holes (404) are opened at the barrel plate (402), and wedge-shaped pile tip plugs (405) are arranged in the pile tip grouting holes (404).

8. The high-bearing anchor static pressure steel pipe pile according to claim 7, characterized in that: A sleeve valve tube grouting hole (501) is provided on the outer circumference of the sleeve valve tube (5), and the sleeve valve tube grouting hole (501) is at the same height as the wedge-shaped pile body grouting hole (303), and the sleeve valve tube grouting hole (501) and the wedge-shaped pile body grouting hole (303) are both located in the middle of each soil layer.

9. A grouting method for high-bearing anchor static pressure steel pipe piles according to any one of claims 1 to 8, characterized in that: The following steps are involved: Step S1, according to the geological survey report, determine that the pile body grouting boundary line is located at the top of the anchor static pressure steel pipe pile body (1) to be grouting; Step S2, welding the pile tip member (4) to the bottom end of the anchor static pressure steel pipe pile body (1), and using a wedge-shaped pile tip plug (405) to plug the pile tip grouting hole (404) at the pile tip member (4); Step S3, constructing the anchor static pressure steel pipe pile body (1) to the designed elevation according to the design requirements; Step S4, installing the sleeve valve tube (5) inside the anchor static pressure steel pipe pile body (1) so that the bottom of the sleeve valve tube (5) is located at the top of the pile tip member (4); after installation, the top of the sleeve valve tube (5) is controlled to be 20 cm higher than the top of the steel pipe pile body (1); Step S5, determining the position of the concrete partition layer according to the soil layer information in the geological survey report, backfilling the grouting part (102) with crushed stone and a 100 cm thick concrete partition layer from bottom to top, and constructing a plurality of closed grouting chambers in the grouting part of the inner cavity of the anchor static pressure steel pipe pile body (1); Step S6, using concrete to pour anchor rods to pressurize the non-grouting part (101) of the steel pipe pile body (1); Step S7, after the concrete and the concrete separation layer in the anchor static pressure steel pipe pile body (1) are solidified, grouting is performed through the sleeve valve pipe (5), and the soil layer in the grouting part (102) of the anchor static pressure steel pipe pile body (1) is defined as the grouting range, and each gravel area corresponds to a soil layer, which is used as a step distance of the grouting work, and grouting is performed from bottom to top; When grouting of one layer of gravel area is completed, the core pipe in the sleeve valve pipe (5) is lifted to the upper layer of gravel area, and so on, until all grouting work of the grouting part (102) is completed and the grouting is completed; Step S8: seal the piles as required and the construction is completed.

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