A pit type static pressure pile foundation reinforcing device and method for a non-ground ring beam brick-concrete building

Abstract

The application discloses a pit type static pressure pile foundation reinforcing device for brick-concrete buildings without ground ring beams, which comprises equivalent ring beams arranged at the bottom of a brick-concrete load-bearing wall, the lower ends of the equivalent ring beams are connected with static pressure piles through counterforce steel beams, and the static pressure piles are inserted into a bearing stratum in a vertical direction. A pit type static pressure pile foundation reinforcing method for brick-concrete buildings without ground ring beams is also disclosed, which mainly comprises the following steps: S1, adding equivalent ring beams; S2, arranging counterforce steel beams; S3, static pressure pile positioning and pressing; and S4, pile sealing and foundation reinforcing. The equivalent ring beams are added to connect the upper wall body and the foundation into a whole, the overall rigidity of the house can be improved, the deformation of each part of the house is not coordinated during the construction process, the non-uniform settlement of the wall body and the wall body cracking caused by the non-uniform settlement can be avoided, the counterforce steel beams below the equivalent ring beams can transmit and diffuse the counterforce received by the static pressure piles to the equivalent ring beams, a composite stress system with upper hoop and lower support is formed, and the partial compression damage of the original foundation is completely avoided.

Description

Technical Field

[0001] This invention relates to the field of existing building foundation reinforcement technology, specifically to a pit-type static pressure pile foundation reinforcement device and method for brick-concrete buildings without ground ring beams. Background Technology

[0002] Old brick-concrete buildings commonly suffer from problems such as the absence of ground beams, poor foundation integrity, insufficient foundation bearing capacity, and significant uneven settlement. Conventional static pressure pile reinforcement relies on ground beams to provide reaction force, but construction without ground beams is prone to defects such as localized wall crushing, uneven stress, and reinforcement failure. Therefore, existing technologies are difficult to adapt to static pressure pile construction in brick-concrete buildings without ground beams, and a reinforcement system specifically designed for such buildings is urgently needed. Summary of the Invention

[0003] To address the technical challenge of directly reinforcing brick-concrete buildings without ground beams using static pressure piles, this invention provides a foundation reinforcement device and method that is reliable in terms of load bearing capacity, convenient in construction, and causes minimal disturbance to the building, thereby achieving effective load transfer and settlement control.

[0004] To achieve the above-mentioned objectives, the present invention provides the following technical solution: A ground-fixed static pressure pile foundation reinforcement device for brick-concrete buildings without ground ring beams includes an equivalent ring beam located at the bottom of the brick-concrete load-bearing wall. The lower end of the equivalent ring beam is connected to the static pressure pile through a reaction steel beam. The static pressure pile is inserted vertically into the bearing layer of the soil.

[0005] Preferably, the equivalent ring beam includes a large foot, and the upper part of the large foot has a plurality of through holes evenly distributed in the horizontal direction, and a tie rod is inserted into each of the through holes; The upper end of the large foot is provided with a channel steel on each side, and the two channel steels are tensioned by the tie rod, and the two ends of the tie rod are screwed with fastening nuts.

[0006] Preferably, inclined grooves are symmetrically provided on both sides of the large foot corresponding to the two ends of each through hole, the inclined grooves extend in the vertical direction, and the lower end of the inclined grooves communicates with the through hole.

[0007] Preferably, a washer is provided between the fastening nut and the channel steel.

[0008] Preferably, a notch is provided at the center of the bottom of the large foot, with the opening of the notch facing downwards. The reaction steel beam is located at the top of the notch, and the portion of the reaction steel beam extending out from both sides of the large foot is connected to the bottom of the channel steel on the corresponding side.

[0009] Preferably, a wedge-shaped steel plate is provided between the bottom of the reaction steel beam and the top of the static pressure pile.

[0010] Preferably, the static pressure pile is a precast concrete pile or a steel pipe pile.

[0011] Preferably, the spacing between adjacent through holes is 350-450 mm.

[0012] A method for reinforcing the foundation of a brick-concrete building without a ground beam using a pit-type static pressure pile, employing the aforementioned ground beam-free brick-concrete building pit-type static pressure pile foundation reinforcement device, mainly includes the following steps: S1. Add an equivalent ring beam Excavate working trenches along both sides of the bottom of the load-bearing wall to determine the original foundation size and depth, clear the soft soil on both sides of the foundation, and add an equivalent ring beam. S2, Arrange reaction steel beams Excavate a guide pit along the original foundation edge, partially remove the lower foundation of the equivalent ring beam to form a notch, and add a reaction steel beam at the notch. S3. Static pressure pile placement and driving The hydraulic jacks are fixed to the bottom of the reaction steel beam, and the reaction force is provided by the self-weight of the upper part of the building. The hydraulic jacks are used to statically press the static pressure piles into the soil in sections. The final pressure and penetration of the static pressure piles are controlled to ensure that the static pressure piles enter the bearing layer. S4. Piling and Foundation Reinforcement The connection between the static pressure pile and the foundation was sealed by pouring concrete to form an integral load-bearing structure; C30 micro-expansion concrete was used to backfill the pilot pit and the damaged parts of the foundation.

[0013] Preferably, the addition of an equivalent ring beam in S1 specifically includes: setting a large foot at the bottom of the load-bearing wall, drilling a through hole at the top of the large foot, opening inclined grooves in the vertical direction at the positions near the two ends of the through hole on both sides of the large foot, arranging channel steel along the upper sides of the large foot, tensioning the two channel steels with tie rods, screwing fastening nuts to the two ends of the tie rods, placing shims between the fastening nuts and the channel steel, applying M15 mortar at the contact surface between the channel steel and the large foot, and injecting high-strength grout along the inclined grooves to fill the through hole and the interior of the inclined grooves with high-strength grout.

[0014] Compared with the prior art, the beneficial effects of the present invention are as follows: (1) By adding an equivalent ring beam, the upper wall and foundation are connected into a whole, which can improve the overall rigidity of the house and avoid the uneven deformation of various parts of the house, uneven settlement of the wall and cracking of the wall caused by uneven settlement during the construction process. The equivalent ring beam can evenly spread the load of the upper wall to the combination of tie rod and high-strength grout, and the combination of tie rod and high-strength grout can then transfer the load to the channel steel on both sides, and the channel steel can then transfer the load to the reaction steel beam, and the reaction steel beam can transfer the load to the static pressure pile, and then to the foundation soil through the static pressure pile, thereby achieving the purpose of effectively improving the stress state. (2) The reaction steel beam below the equivalent ring beam can transfer and diffuse the reaction force of the static pressure pile to the equivalent ring beam, forming a composite force system with upper hoop and lower support, which completely avoids the local compression failure of the original foundation. (3) The tie rods in the equivalent ring beam fix the channel steel to both sides of the large foot to form a mechanical interlocking anchorage; M15 mortar is applied at the contact surface between the channel steel and the large foot to ensure that the equivalent ring beam is tightened evenly; at the same time, inclined grooves are provided on both sides of the large foot, and the inclined grooves are connected to both ends of the through hole respectively. High-strength grout is injected into the inclined grooves and through holes. After the high-strength grout is cured, it forms a tenon-and-mortise locking with the masonry, which greatly improves the pull-out resistance and shear resistance. Attached Figure Description

[0015] Figure 1 This is a schematic diagram of the structure of the present invention; Figure 2 for Figure 1 A schematic diagram of the equivalent ring beam in the diagram; Figure 3 for Figure 2 An explosion diagram; Figure 4 for Figure 2 A schematic diagram of the structure of the large foot in the middle; Figure 5 for Figure 4 A longitudinal sectional view; Figure 6 This is a schematic flowchart of the foundation reinforcement method of the present invention. Detailed Implementation

[0016] The present invention will be further described in detail below with reference to experimental examples and specific embodiments. However, this should not be construed as limiting the scope of the above-mentioned subject matter of the present invention to the following embodiments; all technologies implemented based on the content of the present invention fall within the scope of the present invention.

[0017] In the description of this application, it should be understood that the terms "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this application.

[0018] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this application, "multiple" means two or more, unless otherwise explicitly specified.

[0019] In this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "joining," "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0020] As attached Figure 1 -Appendix Figure 5 The illustrated device for reinforcing the foundation of a brick-concrete building without a ground ring beam includes an equivalent ring beam located at the bottom of the brick-concrete load-bearing wall. The lower end of the equivalent ring beam is connected to a static pressure pile 7 via a reaction steel beam 6. The static pressure pile 7 is vertically inserted into the bearing layer of the soil and is either a precast concrete pile or a steel pipe pile. In one embodiment, the reaction steel beam 6 is preferably of model HW200x200. The reaction steel beam 6 located below the equivalent ring beam can transfer and diffuse the reaction force of the static pressure pile 7 to the equivalent ring beam, forming a composite force-bearing system with an upper hoop and lower support, thus completely avoiding localized pressure failure of the original foundation.

[0021] refer to Figure 2 and Figure 3 The equivalent ring beam includes a large foot 1, on the upper part of which multiple through holes 11 are evenly distributed horizontally, with a spacing of 350-450mm between adjacent through holes 11. A tie rod 3 is inserted into each through hole 11. A channel steel 2 is provided on each side of the upper end of the large foot 1, with two channel steels 2 symmetrically distributed on both sides of the large foot 1. The channel steels 2 are arranged horizontally, and the length of the channel steel 2 is the same as the length of the large foot 1. In specific implementation, a first circle can be distributed at intervals on the channel steel 2. The holes, the first round hole and the through hole 11 are set one-to-one. The two channel steels 2 are tensioned by the tie rod 3. The two ends of the tie rod 3 are screwed with fastening nuts 5. A washer 4 is provided between the fastening nut 5 and the channel steel 2. The washer 4 has a second round hole in the middle. The tie rod 3 passes through the through hole 11, the first round hole and the second round hole in sequence. One side of the washer 4 is welded to the channel steel 2 and the other side is welded to the fastening nut 5. After the washer 4 is welded to the channel steel 2, it can prevent the tie rod 3 from loosening.

[0022] During the specific construction process, M15 mortar is applied to the mating surface of the channel steel 2 and the large foot 1 (the mortar should not block the inclined groove 12 and the through hole 11) to ensure that the equivalent ring beam is tightened evenly.

[0023] In this embodiment, the diameter of the through hole 11 is preferably... The preferred type of channel steel is 20# channel steel, and the preferred diameter of the first circular hole is... The preferred diameter of the second circular hole is The spacing between adjacent through holes 11 is preferably 400 mm.

[0024] refer to Figure 4 and Figure 5 An inclined groove 12 is provided on both sides of the large foot 1, corresponding to the two ends of each through hole 11. The two inclined grooves 12 at both ends of each through hole 11 are symmetrically arranged on both sides of the large foot 1. The inclined grooves 12 extend vertically and the lower end of the inclined grooves 12 communicates with the through hole 11. In the specific construction process, high-strength grout is injected along the inclined grooves 12 and fills the through hole 11 and inclined grooves 12 with high-strength grout. After the high-strength grout has solidified, it forms a tenon-and-mortise lock with the masonry, which greatly improves the pull-out and shear resistance, and makes the tie rod 3 and the high-strength grout bear the force as one to avoid wall splitting.

[0025] By tensioning the two channel steels 2 with tie rods 3, the channel steels 2 are fixed to both sides of the large foot 1, forming a mechanical interlocking anchorage. At the same time, high-strength grout is injected into the through hole 11 and the inclined groove 12. After the high-strength grout cures, it forms a tenon-and-mortise lock with the masonry, which greatly improves the pull-out and shear resistance. The gaskets 4 at the ends of the tie rods 3 are welded to the channel steels 2 to prevent the tie rods 3 from loosening. The tie rods 3 and the high-strength grout are stressed as a whole to prevent the wall from splitting. The tension of the tie rods 3 is controllable. In addition, M15 mortar is applied at the contact surface between the channel steels 2 and the large foot 1 to further ensure the uniform tightening of the equivalent ring beam.

[0026] refer to Figure 1 A notch 13 is provided at the center of the bottom of the large foot 1, with the opening of the notch 13 facing downwards. The reaction steel beam 6 is located at the top of the notch 13, and the extension direction of the reaction steel beam 6 is perpendicular to the extension direction of the large foot 1, that is, the reaction steel beam 6 extends along the thickness direction of the large foot 1, and the length of the reaction steel beam 6 is greater than the thickness of the large foot 1. The portion of the reaction steel beam 6 extending out of both sides of the large foot 1 is welded to the bottom of the channel steel 2 on the corresponding side, that is, the upper skin of the reaction steel beam 6 is welded to the lower skin of the channel steel 2.

[0027] As another implementation, a wedge-shaped steel plate can be provided between the bottom of the reaction steel beam 6 and the top of the static pressure pile 7, which can be used to adjust the verticality of the static pressure pile 7 and ensure that the verticality of the pile is ≤0.5%.

[0028] A method for reinforcing the foundation of a brick-concrete building without a ground beam using a pit-type static pressure pile foundation reinforcement device as shown in the attached figure, mainly includes the following steps: S1. Add an equivalent ring beam Excavate working trenches along both sides of the bottom of the load-bearing wall, determine the original foundation size and depth, clear the soft soil on both sides of the foundation, and add an equivalent ground ring beam. Specifically, the following steps are taken: a large footing 1 is provided at the bottom of the load-bearing wall; a through hole 11 is drilled on the upper part of the large footing 1; inclined grooves 12 are opened vertically on both sides of the large footing 1 near the two ends of the through hole 11; channel steel 2 is arranged on both sides of the upper part of the large footing 1; the two channel steel 2 are tensioned by tie rods 3; fastening nuts 5 are screwed to both ends of the tie rods 3; shims 4 are placed between the fastening nuts 5 and the channel steel 2; M15 mortar is applied to the contact surface between the channel steel 2 and the large footing 1; and high-strength grout is injected along the inclined grooves 12 to fill the through hole 11 and the interior of the inclined grooves 12. S2, Arrange 6 reaction steel beams Excavate a guide pit along the original foundation edge, and after partially chiseling away the lower foundation of the equivalent ring beam, form a notch groove 13. Add a reaction steel beam 6 at the notch groove 13, and weld the upper skin of the reaction steel beam 6 to the lower skin of the channel steel 2. S3, Static pressure pile 7: Positioning and driving The hydraulic jacks are fixed to the bottom of the reaction steel beam 6, and the reaction force is provided by the self-weight of the upper part of the building. The hydraulic jacks are used to statically press the static pile 7 into the soil in sections. The final pressure and penetration of the static pile 7 are controlled to ensure that the static pile 7 enters the bearing layer. The pressing process in this embodiment is the same as the conventional pressing process. For example, each static pressure pile 7 is 1.2m long. The first static pressure pile 7 is inserted into the soil directly below the reaction steel beam 6. A jack is placed on top of the static pressure pile 7, and the jack is activated to press the static pressure pile 7 into the soil. If the jack travels 20cm, the jack is retracted after pressing the static pressure pile 7 into the soil by 20cm. Then, a 20cm high conversion block (which can be a reinforced concrete block or a steel pipe filled with concrete) is placed on top of the static pressure pile 7. The jack is then placed on top of the conversion block, and the jack is pressed down again. This process is repeated 6 times. Then, the second static pressure pile 7 is connected, and so on until the static pressure pile 7 reaches the design value of bearing capacity. S4. Piling and Foundation Reinforcement The connection between static pressure pile 7 and the foundation was sealed by pouring concrete to form an integral load-bearing structure; C30 micro-expansion concrete was used to backfill the pilot pit and the damaged parts of the foundation.

[0029] The preferred embodiments of the present invention have been described above. It should be understood that those skilled in the art can make numerous modifications and variations based on the concept of the present invention without creative effort. Therefore, all technical solutions that can be obtained by those skilled in the art based on the concept of the present invention through logical analysis, reasoning, or limited experimentation on the basis of existing technology should be within the scope of protection defined by the claims.

Claims

1. A ground-supported static pressure pile foundation reinforcement device for brick-concrete buildings without ground beams, characterized in that: It includes an equivalent ring beam located at the bottom of the brick-concrete load-bearing wall. The lower end of the equivalent ring beam is connected to a static pressure pile (7) via a reaction steel beam (6). The static pressure pile (7) is inserted vertically into the bearing layer of the soil.

2. The ground reinforcement device for pit-type static pressure pile foundation of brick-concrete buildings without ground ring beams as described in claim 1, characterized in that: The equivalent ring beam includes a large foot (1), and the upper part of the large foot (1) has a plurality of through holes (11) evenly distributed in the horizontal direction, and each through hole (11) is provided with a tie rod (3). The upper end of the large foot (1) is provided with a channel steel (2) on both sides. The two channel steels (2) are tensioned by the tie rod (3). The two ends of the tie rod (3) are screwed with fastening nuts (5).

3. The ground reinforcement device for pit-type static pressure pile foundation of brick-concrete buildings without ground ring beams as described in claim 2, characterized in that: The large foot (1) has symmetrical inclined grooves (12) on both sides corresponding to the two ends of each through hole (11). The inclined grooves (12) extend vertically and the lower end of the inclined grooves (12) is connected to the through hole (11).

4. The ground reinforcement device for pit-type static pressure pile foundation of brick-concrete buildings without ground ring beams as described in claim 3, characterized in that: A washer (4) is provided between the fastening nut (5) and the channel steel (2).

5. The ground reinforcement device for pit-type static pressure pile foundation of brick-concrete buildings without ground ring beams according to claim 3, characterized in that: The bottom center of the large foot (1) is provided with a notch (13) with the opening of the notch (13) facing downward. The reaction steel beam (6) is located at the top of the notch (13), and the portion of the reaction steel beam (6) extending out of both sides of the large foot (1) is connected to the bottom of the channel steel (2) on the corresponding side.

6. The ground reinforcement device for pit-type static pressure pile foundation of brick-concrete buildings without ground ring beams as described in claim 5, characterized in that: A wedge-shaped steel plate is provided between the bottom of the reaction steel beam (6) and the top of the static pressure pile (7).

7. The ground reinforcement device for pit-type static pressure pile foundation of brick-concrete buildings without ground ring beams according to claim 1, characterized in that: The static pressure pile (7) is a precast concrete pile or a steel pipe pile.

8. The ground reinforcement device for pit-type static pressure pile foundation of brick-concrete buildings without ground ring beams according to claim 2, characterized in that: The spacing between adjacent through holes (11) is 350-450 mm.

9. A method for reinforcing the foundation of a brick-concrete building without a ground beam using pit-type static pressure piles, characterized in that... The ground reinforcement device for pit-type static pressure pile foundation of brick-concrete buildings without ground ring beams according to any one of claims 3-6 mainly includes the following steps: S1. Add an equivalent ring beam Excavate working trenches along both sides of the bottom of the load-bearing wall, determine the original foundation size and depth, clear the soft soil on both sides of the foundation, and add an equivalent ground ring beam. S2, Arrange reaction steel beams (6) A guide pit is dug down along the original foundation edge, and the lower foundation of the equivalent ring beam is partially removed to form a notch (13). A reaction steel beam (6) is added at the notch (13). S3, Static pressure pile (7) placement and pressing The hydraulic jacks are fixed to the bottom of the reaction steel beam (6) and the reaction force is provided by the self-weight of the upper part of the building. The hydraulic jacks are used to statically press the static piles (7) into the soil in sections. The final pressure and penetration of the static piles (7) are controlled to ensure that the static piles (7) enter the bearing layer. S4. Piling and Foundation Reinforcement The connection between the static pressure pile (7) and the foundation is sealed by the pile casting to form an integral load-bearing structure; C30 micro-expansion concrete is used to backfill the pilot pit and the damaged parts of the foundation.

10. The method for reinforcing the foundation of a brick-concrete building without a ground beam according to claim 9, characterized in that, The addition of an equivalent ring beam in S1 specifically includes: setting a large foot (1) at the bottom of the load-bearing wall, drilling the through hole (11) on the upper part of the large foot (1), opening inclined grooves (12) on both sides of the large foot (1) near the two ends of the through hole (11) in the vertical direction, arranging channel steel (2) on both sides of the upper part of the large foot (1), tensioning the two channel steels (2) with tie rods (3), screwing fastening nuts (5) to both ends of the tie rods (3), placing shims (4) between the fastening nuts (5) and the channel steel (2), applying M15 mortar to the contact surface between the channel steel (2) and the large foot (1), injecting high-strength grout along the inclined groove (12) and filling the through hole (11) and the inclined groove (12) with high-strength grout.

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