A top-down anti-floating anchor rod, anti-floating anchoring structure and construction method thereof

Abstract

The present application relates to the technical field of foundation anchoring structure, and particularly relates to a reverse construction method anti-floating anchor rod, anti-floating anchoring structure and a construction method thereof. The anti-floating anchor rod comprises: an end bearing component, which is a hollow shell structure, and is embedded in backfill soil and bears the weight of the backfill soil in a working state; an anchoring sleeve pipe, a lower end of which is in communication with an inner cavity of the end bearing component; an anchoring bar assembly, which is arranged in the anchoring sleeve pipe and extends to the inner cavity of the end bearing component at a lower end and is used for connecting a bottom plate structure of an underground structure at an upper end; wherein a gap between the anchoring bar assembly and the anchoring sleeve pipe can be passed through by a grouting pipe, so that the length of the anchor rod in a deep backfill soil area can be shortened, so as to ensure the construction quality of the anchor rod, reduce the cost, improve the construction efficiency and improve the economic benefits. The anti-floating anchoring structure comprises the anti-floating anchor rod. The construction method is used for constructing the anti-floating anchoring structure.

Description

Technical Field

[0001] This invention relates to the field of underground foundation anchoring structure technology, specifically to a reverse construction method for anti-buoyancy anchor rods, anti-buoyancy anchoring structures, and their construction methods. Background Technology

[0002] Anti-buoyancy anchors are load-bearing components used in building engineering to resist the upward movement of underground structures due to the buoyancy of groundwater. They form pull-out bearing capacity through the bonding force between the anchor body and the soil layer. They are mainly used in scenarios such as basements where buoyancy needs to be balanced, and have technical advantages such as low cost, convenient construction, and strong adaptability to different geological formations.

[0003] Because backfill soil has low shear strength and weak bearing capacity, it cannot serve as the load-bearing structure for anchor bolts. For installing anti-buoyancy anchor bolts in deep backfill areas (backfill depth up to 20 meters), the existing construction practice is to anchor the anti-buoyancy anchor bolt in the undisturbed soil, relying on the bond force between the anchor bolt and the undisturbed soil to generate pull-out resistance. Since this anchor bolt is located in a deep backfill area, it needs a relatively deep design length to meet the requirements for anti-buoyancy pull-out force. Anti-buoyancy anchor bolts often require a deep embedment depth to meet the pull-out force requirements. Therefore, anchor bolts in deep backfill areas are usually designed as extra-long anchor bolts (length greater than 20 meters).

[0004] Because these anti-buoyancy anchors are deep, drilling and grouting are difficult, making it hard to guarantee quality and resulting in high costs, high material consumption, low construction efficiency, and poor economic benefits. Summary of the Invention

[0005] To address the technical problem of excessively long anti-buoyancy anchors in deep backfill areas, this invention provides a reverse-construction method for anti-buoyancy anchors, anti-buoyancy anchoring structures, and their construction methods. This method can shorten the length of anchors in deep backfill areas, thereby ensuring the construction quality of anchors, reducing costs, and improving construction efficiency and economic benefits.

[0006] This invention is achieved through the following technical solution:

[0007] In a first aspect, the present invention provides a reverse-construction anti-buoyancy anchor bolt, comprising: an end-bearing member, which is a hollow shell structure, embedded in the backfill soil in the working state and bearing the weight of the backfill soil; an anchoring sleeve, the lower end of which communicates with the inner cavity of the end-bearing member; and an anchor bar assembly, which passes through the anchoring sleeve, the lower end of which extends into the inner cavity of the end-bearing member, and the upper end of which is used to connect to the bottom plate structure of the underground structure; wherein, the gap between the anchor bar assembly and the anchoring sleeve allows a grouting pipe to pass through.

[0008] The reverse-construction anti-buoyancy anchor bolt provided by this invention includes an end-bearing component, an anchoring sleeve, and an anchor bar assembly. The end-bearing component is a hollow shell structure, and the lower end of the anchoring sleeve is connected to the inner cavity of the end-bearing component. The lower end of the anchor bar assembly extends into the inner cavity of the end-bearing component. During construction, the end-bearing component is buried in the backfill soil so that it bears the weight of the backfill soil. At the same time, grout is injected into the inner cavity of the end-bearing component through the anchoring sleeve, so that the anchor bolt assembly, the anchoring sleeve, and the end-bearing component are connected as a whole. Thus, the pull-out force (anti-buoyancy) is provided by the weight of the soil on the end-bearing component and the friction between the backfill soil and the anchoring sleeve. Compared with anchoring the anti-buoyancy anchor bolt in the original soil, the anchor bolt length in the deep backfill soil area can be significantly shortened, avoiding the process of drilling holes in the original soil, saving the amount of anchor bolt grouting material, greatly improving construction efficiency, saving project costs, and achieving significant economic benefits.

[0009] The anchor bar assembly is inserted within the anchor sleeve and end bearing member, ensuring that the anchor rod hole is formed before backfilling, avoiding the traditional method of drilling into the soil. This guarantees the quality of the anchor rod formation and ensures the quality of anchor rod construction. Simultaneously, the weight acting on the end bearing member is positively correlated with the embedment depth and cross-sectional area of ​​the end bearing member. This allows for the reduction of the end bearing member's area while increasing its effective cross-sectional area, based on the required pull-out resistance. This makes it suitable for applications with shallow backfill depths (below 5m), and has a wide range of applications.

[0010] In an optional embodiment of this application, the end bearing member is a steel shell structure to ensure that the end bearing member has sufficient structural strength and to facilitate the processing and production of the end bearing member.

[0011] In an optional embodiment of this application, a plurality of reinforcing end plates are provided outside the anchoring sleeve; the reinforcing end plates are fixedly connected to the anchoring sleeve, and the plurality of reinforcing end plates are spaced apart along the length direction of the anchoring sleeve to enhance the connection between the anchoring sleeve and the backfill soil.

[0012] In an optional embodiment of this application, the lower end of the end bearing member is an arc-shaped structure, and a connecting sleeve is provided in the middle of the lower end of the end bearing member. The connecting sleeve is vertically arranged. The upper end of the connecting sleeve communicates with the inner cavity of the end bearing member, and the lower end is a closed structure, so that the soil that falls into it during the pre-embedding of the end bearing member is collected at the bottom of the connecting sleeve, avoiding its impact on the connection between the concrete mortar and the side wall of the end bearing member. The inner diameter of the connecting sleeve is adapted to the outer diameter of the lower end of the anchoring sleeve. The lower end of the anchoring sleeve passes through the upper end of the end bearing member and is inserted into the connecting sleeve, so that the anchoring sleeve is limited by the upper and lower ends of the end bearing member, ensuring that the anchoring sleeve remains vertical during the backfilling process without the need for additional support of the anchoring sleeve, which simplifies the construction of the anti-buoyancy anchoring structure.

[0013] In an optional embodiment of this application, the anchor sleeve has rebar grooves on both opposite sides of a section within the end bearing member; the anchor rebar assembly includes: a connecting rod column, which passes through the anchor sleeve and has a cross-section smaller than that of the anchor sleeve; an anchor rebar, which passes through the anchor sleeve and has its lower end fixedly connected to the connecting rod column; a connecting ring, which is fitted onto the lower end of the connecting rod column and is rotatable around the connecting rod column; and multiple first rebars, each with its upper end hinged to the connecting ring, and the multiple first rebars extending along... The connecting rings are evenly distributed circumferentially; the limiting ring can pass through the inner cavity of the anchor sleeve and is confined within the connecting sleeve; multiple second anchor bars are provided, each corresponding to one of the first anchor bars, with the upper end hinged to the lower end of the first anchor bar and the lower end hinged to the limiting ring; wherein, when the limiting ring is confined within the anchor sleeve, as the connecting rod moves downward, the hinge joint between the first and second anchor bars can be driven to move through the corresponding anchor bar groove toward the inner wall of the end bearing member.

[0014] Therefore, after the backfill soil is completed, the anchor bar assembly is inserted into the anchor sleeve, and the limiting ring is confined within the anchor sleeve. Then, the anchor bar is lowered further. Under the downward pressure of the anchor bar, the hinge joint of the first and second anchor bars is driven to move through the corresponding bar groove toward the inner wall of the end bearing member. This causes the lower end of the anchor bar assembly to expand within the inner cavity of the end bearing member. After grouting the end bearing member, this ensures sufficient bonding force between the anchor bar assembly and the end bearing member, between the anchor bar assembly and the anchor sleeve, and between the anchor sleeve and the end bearing member, preventing the anchor bar assembly from being pulled away when subjected to anti-buoyancy forces.

[0015] In an optional embodiment of this application, a limiting groove is provided on one opposite sidewall of the anchoring sleeve; a limiting guide protrusion is provided on one opposite sidewall of the limiting ring, the limiting guide protrusion being adapted to the limiting groove; a guiding ridge is also provided on one opposite sidewall of the anchoring sleeve, the guiding ridge being spirally arranged downwards, and the two guiding ridges being symmetrical about the axis of the connecting sleeve; wherein, the lower end of the guiding ridge is located directly above the sidewall of the limiting groove, and when the limiting guide protrusion slides into the limiting groove, the hinge joint of each of the first and second reinforcing bars is directly opposite the corresponding reinforcing bar groove. Thus, when the limiting ring moves relative to the lower end of the anchoring sleeve, the guiding action of the guiding ridge ensures that the limiting guide protrusion can slide into the limiting groove, and is limited and positioned by the limiting groove, so as to confine the limiting ring within the anchoring sleeve, ensuring that the hinge joint of the first and second reinforcing bars is directly opposite the corresponding reinforcing bar groove.

[0016] In an optional embodiment of this application, the outer diameter of the limiting ring is smaller than the outer diameter of the connecting ring, so that the first and second reinforcing bars tilt outward under their own weight and the weight of the limiting ring, ensuring that after the limiting ring is confined within the anchor sleeve, the lower pressure of the anchor rod reinforcing bar drives the hinge joint of the first and second reinforcing bars to move through the corresponding bar groove toward the inner wall of the end bearing member.

[0017] Secondly, the present invention provides an anti-buoyancy anchoring structure, comprising: the aforementioned reverse-construction anti-buoyancy anchor; a bottom backfill layer; a reinforced backfill layer covering the bottom backfill layer, wherein the strength of the reinforced backfill layer is greater than that of the bottom backfill layer; a top backfill layer covering the reinforced backfill layer; and grouting material injected into the inner cavity of the end bearing member and the anchoring sleeve; wherein the end bearing member is embedded at the upper end of the bottom backfill layer, and the anchoring sleeve is inserted into the reinforced backfill layer and the top backfill layer.

[0018] The anti-buoyancy anchoring structure provided by this invention includes the aforementioned reverse-construction anti-buoyancy anchor bolt and multiple layers of backfill soil. This allows the end-bearing member to withstand the weight of the backfill soil. Simultaneously, grouting is injected into the inner cavity of the end-bearing member through the anchoring sleeve, connecting the anchor bolt assembly, the anchoring sleeve, and the end-bearing member into a single unit. Thus, pull-out resistance (anti-buoyancy) is provided by the weight of the soil on the end-bearing member and the friction between the backfill soil and the anchoring sleeve. The backfill soil directly pressing on the end-bearing member is a reinforced backfill soil layer with sufficient structural strength, preventing the end-bearing member from being exposed to underground structures. The buoyancy force on the base plate structure causes the backfill soil to crack and displace upwards. Compared to anchoring the anti-buoyancy anchor rods in the original soil, the anchor rod length in deep backfill areas can be significantly shortened, avoiding the process of drilling holes in the original soil, saving the amount of anchor rod grouting material, greatly improving construction efficiency, saving project costs, and achieving significant economic benefits. Moreover, the anchor rod holes are formed before the soil is backfilled, avoiding the traditional method of drilling holes in the soil, ensuring the quality of anchor rod forming and guaranteeing the construction quality of the anchor rods.

[0019] In an optional embodiment of this application, multiple layers of geogrid are interspersed within the reinforced backfill layer to simplify the construction process of the reinforced backfill layer while ensuring sufficient structural strength.

[0020] Thirdly, the present invention provides a construction method for an anti-buoyancy anchoring structure, used to construct the aforementioned anti-buoyancy anchoring structure, comprising the following steps:

[0021] S10. Backfill the bottom backfill soil layer in the backfill area and embed the end bearing member at the upper end of the bottom backfill soil layer;

[0022] S20. Insert the lower end of the anchor sleeve into the end bearing member, and make the inner cavity of the anchor sleeve communicate with the inner cavity of the end bearing member and keep the anchor sleeve in a vertical state.

[0023] S30. Fill the reinforced backfill soil layer and the top backfill soil layer in sequence to the set elevation;

[0024] S40. Insert the anchor bar assembly into the end bearing member through the anchor sleeve;

[0025] S50. Concrete mortar is injected into the end bearing member through the anchor sleeve to connect the anchor assembly to the anchor sleeve and the end bearing member through the concrete mortar.

[0026] The anti-buoyancy anchoring structure construction method provided by this invention involves first backfilling the bottom backfill layer in the backfill area, and then embedding the end bearing member at the upper end of the bottom backfill layer. Next, the lower end of the anchoring sleeve is inserted into the end bearing member, ensuring communication between the inner cavity of the anchoring sleeve and the inner cavity of the end bearing member, and maintaining the anchoring sleeve in a vertical state. The reinforced backfill layer and the top backfill layer are then sequentially filled to the set elevation. Next, the anchor bar assembly is inserted into the end bearing member through the anchoring sleeve. Finally, concrete mortar is injected into the end bearing member through the anchoring sleeve to connect the anchor bar assembly with the anchoring sleeve and the end bearing member. This method enables the construction of the aforementioned anti-buoyancy anchoring structure and features simple construction and high efficiency.

[0027] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0028] 1. The reverse construction method anti-buoyancy anchor provided by this invention includes an end-bearing component, an anchoring sleeve, and an anchor bar assembly. The end-bearing component is a hollow shell structure, and the lower end of the anchoring sleeve is connected to the inner cavity of the end-bearing component. The lower end of the anchor bar assembly extends into the inner cavity of the end-bearing component. During construction, the end-bearing component is buried in the backfill soil so that the end-bearing component can bear the weight of the backfill soil. At the same time, grout is injected into the inner cavity of the end-bearing component through the anchoring sleeve, so that the anchor bar assembly, the anchoring sleeve, and the end-bearing component are connected as a whole. Thus, the pull-out force (anti-buoyancy) is provided by the weight of the soil on the end-bearing component and the friction between the backfill soil and the anchoring sleeve. Compared with anchoring the anti-buoyancy anchor in the original soil, the anchor length in the deep backfill soil area can be significantly shortened, avoiding the process of drilling holes in the original soil, saving the amount of anchor grouting material, greatly improving construction efficiency, saving project costs, and achieving significant economic benefits.

[0029] 2. The reverse construction method of anti-buoyancy anchor provided by the present invention has the anchor bar assembly inserted inside the anchor sleeve and end bearing component, so that the anchor bar hole is formed before the soil backfilling, avoiding the traditional method of drilling holes in the soil, ensuring the quality of anchor bar formation and ensuring the construction quality of anchor bar.

[0030] 3. The anti-buoyancy anchor rod provided by the present invention has a positive correlation between the pressure acting on the end bearing member and the burial depth and cross-sectional area of ​​the end bearing member. It can reduce the area of ​​the end bearing member while increasing the effective cross-sectional area of ​​the end bearing member according to the required pull-out resistance. It is applicable to the working condition of small backfill depth and has a wide range of applications.

[0031] 4. The anti-buoyancy anchoring structure provided by this invention includes the aforementioned reverse construction anti-buoyancy anchor rod and multiple backfill layers. This allows the end-bearing member to withstand the weight of the backfill soil. Simultaneously, grouting is injected into the inner cavity of the end-bearing member through the anchoring sleeve, connecting the anchor rod assembly, anchoring sleeve, and end-bearing member into a single unit. The pull-out resistance is provided by the weight of the soil on the end-bearing member and the friction between the backfill soil and the anchoring sleeve. The backfill soil directly pressing on the end-bearing member is a reinforced backfill layer with sufficient structural strength, preventing the end-bearing member from collapsing under the connecting underground structure. The buoyancy of the slab structure causes the backfill soil to crack and displace upwards. Compared to anchoring the anti-buoyancy anchors in the original soil, the anchor length in deep backfill areas can be significantly shortened, avoiding the need to drill holes in the original soil and saving on the amount of grouting material. This greatly improves construction efficiency, saves on project costs, and has significant economic benefits. Furthermore, the anchor holes are formed before backfilling, avoiding the traditional method of drilling holes in the soil, ensuring the quality of anchor forming and guaranteeing the construction quality of the anchors.

[0032] 5. The construction method for the anti-buoyancy anchoring structure provided by the present invention involves first backfilling the bottom backfill layer in the backfill area, and then embedding the end bearing member at the upper end of the bottom backfill layer. Next, the lower end of the anchor sleeve is inserted into the end bearing member, ensuring communication between the inner cavity of the anchor sleeve and the inner cavity of the end bearing member, and maintaining the anchor sleeve in a vertical state. The reinforced backfill layer and the top backfill layer are then sequentially filled to the set elevation. Then, the anchor bar assembly is inserted into the end bearing member through the anchor sleeve. Finally, concrete mortar is injected into the end bearing member through the anchor sleeve to connect the anchor bar assembly with the anchor sleeve and the end bearing member via the concrete mortar. This method enables the construction of the aforementioned anti-buoyancy anchoring structure and features simple construction and high efficiency. Attached Figure Description

[0033] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the embodiments will be briefly described below. It should be understood that the following drawings only show some embodiments of the present invention and should not be regarded as a limitation on the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0034] In the attached diagram:

[0035] Figure 1 This is a schematic diagram of the anti-buoyancy anchoring structure provided in an embodiment of the present invention;

[0036] Figure 2 This is a structural schematic diagram of an end-bearing member provided in an embodiment of the present invention;

[0037] Figure 3 This is a schematic diagram of the structure of the anchoring sleeve provided in an embodiment of the present invention;

[0038] Figure 4 This is a schematic diagram of the structure of the anchor bar assembly provided in an embodiment of the present invention;

[0039] Figure 5 This is a schematic diagram of the structure of the anchor bar assembly assembled into the anchor sleeve according to an embodiment of the present invention;

[0040] Figure 6 for Figure 5 A magnified structural diagram of part A.

[0041] The attached figures include reference numerals and their corresponding component names:

[0042] 10-End bearing component, 20-Anchor sleeve, 21-Reinforced end plate, 22-Rebar groove, 23-Limiting groove, 24-Guide protrusion, 30-Anchor bar assembly, 31-Connecting rod column, 32-Anchor bar reinforcement, 33-Connecting ring, 34-First rebar installation, 35-Limiting ring, 36-Second rebar installation, 37-Limiting guide protrusion, 40-Connecting sleeve, 50-Bottom backfill layer, 60-Reinforced backfill layer, 61-Geogrid, 70-Top backfill layer, 80-Grouting body. Detailed Implementation

[0043] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, and not all embodiments. The components of the embodiments of this application described and shown in the accompanying drawings can generally be arranged and designed in various different configurations.

[0044] Therefore, the following detailed description of the embodiments of this application provided in the accompanying drawings is not intended to limit the scope of the claimed application, but merely to illustrate selected embodiments of the application. All other embodiments obtained by those skilled in the art based on the embodiments of this application without inventive effort are within the scope of protection of this application.

[0045] It should be noted that similar reference numerals and letters in the following figures indicate similar items; therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures. Where there is no conflict, the embodiments and features described in this application can be combined with each other.

[0046] In the description of the embodiments of this application, the indicated orientation or positional relationship is based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship that the product of this application is usually placed in when in use, or the orientation or positional relationship that is commonly understood by those skilled in the art. It is only for the convenience of describing this application and simplifying the description, and is not intended to indicate or imply that the device or component referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation of this application.

[0047] In the description of this application, unless otherwise expressly specified and limited, the terms "set up," "install," "connect," and "link" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances.

[0048] Example 1

[0049] Combination Figure 1 This embodiment provides a reverse-construction anti-buoyancy anchor bolt, comprising: an end-bearing member 10, which is a hollow shell structure, embedded in the backfill soil in the working state and bearing the weight of the backfill soil; an anchoring sleeve 20, the lower end of which communicates with the inner cavity of the end-bearing member 10; and an anchor bar assembly 30, which passes through the anchoring sleeve 20, with the lower end extending into the inner cavity of the end-bearing member 10 and the upper end used to connect to the bottom plate structure of the underground structure; wherein, the gap between the anchor bar assembly 30 and the anchoring sleeve 20 allows a grouting pipe to pass through.

[0050] Specifically, the end bearing member 10 is a steel shell structure to ensure that the end bearing member 10 has sufficient structural strength and to facilitate the processing and production of the end bearing member 10.

[0051] Combination Figure 2 The lower end of the end bearing member 10 has an arc-shaped structure, and a connecting sleeve 40 is provided in the middle of the lower end of the end bearing member 10. The connecting sleeve 40 is vertically arranged. The upper end of the connecting sleeve 40 is connected to the inner cavity of the end bearing member 10, and the lower end is a closed structure, so that the soil that falls into the end bearing member 10 during the pre-embedding process is collected at the bottom of the connecting sleeve 40, avoiding its impact on the connection between the concrete mortar and the side wall of the end bearing member 10. The inner diameter of the connecting sleeve 40 is adapted to the outer diameter of the lower end of the anchoring sleeve 20. The lower end of the anchoring sleeve 20 passes through the upper end of the end bearing member 10 and is inserted into the connecting sleeve 40, so that the anchoring sleeve 20 is limited by the upper and lower ends of the end bearing member 10, ensuring that the anchoring sleeve 20 remains vertical during the backfilling process without the need for additional support of the anchoring sleeve 20, which simplifies the construction of the anti-buoyancy anchoring structure.

[0052] There are no particular limitations on the shape of the upper end of the end bearing member 10. Preferably, the upper end of the end bearing member 10 is also an arc-shaped structure to ensure that the concrete mortar can fill the entire cavity of the end bearing member 10. The area of ​​the end bearing member 10 is determined according to the required pull-out resistance and embedment depth. The larger the volume of the end bearing member 10, the heavier the concrete it can hold, which can further increase the downward tensile force acting on the anchor rod.

[0053] Combination Figure 3 The anchoring sleeve 20 is provided with multiple reinforcing end plates 21. The reinforcing end plates 21 are fixedly connected to the anchoring sleeve 20, and the multiple reinforcing end plates 21 are spaced apart along the length of the anchoring sleeve 20 to enhance the connection between the anchoring sleeve 20 and the backfill soil. It is known that a concrete protective layer is attached to the outside of the reinforcing end plates 21 to prevent corrosion. Of course, stainless steel plates or stainless steel strips can also be used as reinforcing components, as long as they can increase the friction between the anchoring sleeve 20 and the backfill soil. The use of plate structures is preferred, as it not only increases friction but also increases the weight-bearing effect of the backfill soil.

[0054] Combination Figures 3-5 The anchor sleeve 20 has bar grooves 22 on both sides of a section located inside the end bearing member 10; the anchor bar assembly 30 includes: a connecting rod 31, which passes through the anchor sleeve 20 and has a cross-section smaller than that of the anchor sleeve 20; an anchor bar 32, which passes through the anchor sleeve 20 and has its lower end fixedly connected to the connecting rod 31; a connecting ring 33, which is sleeved on the lower end of the connecting rod 31 and can rotate around the connecting rod 31; and multiple first anchor bars 34 (two in this embodiment), with their upper ends hinged to the connecting ring 33, and the multiple first anchor bars 34 are circumferentially connected to the connecting ring 33. The anchoring sleeve 20 is uniformly distributed; a limiting ring 35 is able to pass through the inner cavity of the anchoring sleeve 20 and is confined within the connecting sleeve 40; multiple second anchor bars 36 are provided (also two bars, and their length is less than the length of the anchor bar groove 22), which are arranged one-to-one with the first anchor bars 34, with their upper ends hinged to the lower ends of the first anchor bars 34 and their lower ends hinged to the limiting ring 35; wherein, when the limiting ring 35 is confined within the anchoring sleeve 20, as the connecting rod column 31 moves downward, it can drive the hinge joint of the first anchor bar 34 and the second anchor bar 36 to move through the corresponding anchor bar groove 22 toward the inner wall of the end bearing member 10.

[0055] It should be noted that the lengths of the first rebar 34 and the second rebar 36 in their free state should be greater than the length of the rebar groove 22 in the axial direction of the anchor sleeve 20. At the same time, it should be ensured that during the movement of the first rebar 34 and the second rebar 36 from the hinge joint toward the side wall of the end bearing member 10, the upper end of the first rebar 34 should not get stuck in the anchor sleeve 20. For example, the lengths of the first rebar 34 and the second rebar 36 are both 30cm, while the axial length of the rebar groove 22 is 50cm. Therefore, after the backfill soil is completed, the anchor bar assembly 30 is inserted into the anchor sleeve 20, and the limiting ring 35 is confined within the anchor sleeve 20. Then, the anchor bar 32 is lowered. Under the downward pressure of the anchor bar 32, the hinge joint of the first anchor bar 34 and the second anchor bar 36 is driven to move through the corresponding bar groove 22 toward the inner wall of the end bearing member 10. This allows the lower end of the anchor bar assembly 30 to expand within the inner cavity of the end bearing member 10. After grouting the end bearing member 10, this ensures sufficient bonding force between the anchor bar assembly 30 and the end bearing member 10, between the anchor bar assembly 30 and the anchor sleeve 20, and between the anchor sleeve 20 and the end bearing member 10, preventing the anchor bar assembly 30 from being pulled away when subjected to anti-buoyancy force.

[0056] Combination Figure 5 and Figure 6 The anchor sleeve 20 has a limiting groove 23 on one opposite side wall; the limiting ring 35 has a limiting guide protrusion 37 on one opposite side wall, which is adapted to the limiting groove 23; the anchor sleeve 20 also has a guide ridge 24 on one opposite side wall, which is spirally arranged downwards, and the two guide ridges 24 are symmetrical about the axis of the connecting sleeve 40; wherein, the lower end of the guide ridge 24 is located directly above the side wall of the limiting groove 23, and when the limiting guide protrusion 37 slides into the limiting groove 23, the hinge joint of each of the first rebar 34 and the second rebar 36 is directly opposite the corresponding rebar groove 22.

[0057] It should be noted that the guide ridge 24 can also be a plate structure. The arc of the guide ridge 24 extending spirally along the anchor sleeve 20 is less than 180° (the radial projection is less than the inner diameter of the anchor sleeve 20). Thus, when the limiting ring 35 moves relative to the lower end of the anchor sleeve 20, the guiding action of the guide ridge 24 ensures that the limiting guide ridge 37 can slide into the limiting groove 23, and is limited and positioned by the limiting groove 23, so as to confine the limiting ring 35 within the anchor sleeve 20, and drive the steel cage composed of the first rebar 34 and the second rebar 36 to rotate around the connecting rod column 31, ensuring that the hinge of the first rebar 34 and the second rebar 36 is aligned with the corresponding rebar groove 22.

[0058] It is understood that the outer diameter of the limiting ring 35 is smaller than the outer diameter of the connecting ring 33, so that the first rebar 34 and the second rebar 36 tilt outward under their own weight and the weight of the limiting ring 35, ensuring that after the limiting ring 35 is confined within the anchor sleeve 20, the lower pressure of the anchor rod 32 drives the hinge of the first rebar 34 and the second rebar 36 to move through the corresponding rebar groove 22 to the inner wall of the end bearing member 10.

[0059] In summary, the reverse construction method anti-buoyancy anchor provided in this embodiment includes an end bearing member 10, an anchor sleeve, and an anchor bar assembly 30. The end bearing member 10 is a hollow shell structure.

[0060] During construction, the end bearing member 10 is embedded in the backfill soil so that it can bear the weight of the backfill soil. At the same time, grout is injected into the inner cavity of the end bearing member 10 through the anchor sleeve 20, so that the anchor rod assembly, the anchor sleeve 20 and the end bearing member 10 are connected as a whole. The pull-out force (anti-buoyancy) is provided by the weight of the soil on the end bearing member 10 and the friction between the backfill soil and the anchor sleeve 20. Compared with anchoring the anti-buoyancy anchor rod in the original soil, the anchor rod length in the deep backfill soil area can be significantly shortened, avoiding the process of drilling holes in the original soil, saving the amount of anchor rod grouting material, greatly improving construction efficiency, saving project cost, and achieving obvious economic benefits and high construction efficiency.

[0061] The anchor bar assembly 30 is inserted into the anchor sleeve 20 and the end bearing member 10, so that the hole of the anchor rod is formed before the soil is backfilled, avoiding the traditional method of drilling holes in the soil. The quality of the anchor rod is guaranteed, ensuring the construction quality of the anchor rod.

[0062] Meanwhile, the weight acting on the end bearing member 10 is positively correlated with the burial depth of the end bearing member 10 and the size of its cross-sectional area. The area of ​​the end bearing member 10 can be reduced while expanding the effective cross-sectional area of ​​the end bearing member 10 according to the required pull-out force. It is applicable to working conditions with small backfill depth (below 5m) and has a wide range of applications.

[0063] In summary, the reverse construction method for anti-buoyancy anchors provided in this embodiment can shorten the anchor length in deep backfill areas, thereby ensuring the construction quality of the anchors, reducing costs, improving construction efficiency and economic benefits, and has a wide range of applications.

[0064] Example 2

[0065] Combination Figure 1This embodiment provides an anti-buoyancy anchoring structure, including: the anti-buoyancy anchor rod constructed using the reverse method as described in Embodiment 1; a bottom backfill layer 50; a reinforced backfill layer 60 covering the bottom backfill layer 50, wherein the strength of the reinforced backfill layer 60 is greater than that of the bottom backfill layer 50; a top backfill layer 70 covering the reinforced backfill layer 60; and grouting material 80 injected into the inner cavity of the end bearing member 10 and the anchoring sleeve 20; wherein the end bearing member 10 is embedded at the upper end of the bottom backfill layer 50, and the anchoring sleeve 20 is inserted into the reinforced backfill layer 60 and the top backfill layer 70.

[0066] Specifically, the reinforced backfill layer 60 is provided with multiple layers of geogrid 61 at intervals, such as a layer of geogrid 61 at intervals of 50-100cm, so as to ensure that the reinforced backfill layer 60 has sufficient structural strength while simplifying the construction process of the reinforced backfill layer 60.

[0067] In other words, the anti-buoyancy anchoring structure provided in this embodiment, including the reverse construction method anti-buoyancy anchor rod and multiple backfill layers described in Embodiment 1, enables the end bearing member 10 to bear the weight of the backfill soil. Simultaneously, grouting is injected into the inner cavity of the end bearing member 10 through the anchoring sleeve 20, connecting the anchor rod assembly, the anchoring sleeve 20, and the end bearing member 10 into a single unit. Thus, the pull-out resistance (anti-buoyancy) is provided by the weight of the soil on the end bearing member 10 and the friction between the backfill soil and the anchoring sleeve 20. The backfill soil directly pressing on the end bearing member 10 is a reinforced backfill layer 60, possessing sufficient structural strength to avoid... The end-bearing member 10, under the action of buoyancy tension on the bottom slab structure connecting the underground structure, cracks the backfill soil and generates upward displacement; compared with anchoring the anti-buoyancy anchor rod in the original soil, it can significantly shorten the anchor rod length in the deep backfill soil area, avoid the process of drilling holes in the original soil, save the amount of anchor rod grouting material, greatly improve construction efficiency, save project cost, and have obvious economic benefits and high construction efficiency; moreover, the anchor rod hole is formed before the soil backfilling, avoiding the traditional method of drilling holes in the soil, ensuring the quality of anchor rod forming and ensuring the construction quality of the anchor rod.

[0068] Example 3

[0069] Combination Figure 1 This invention provides a construction method for an anti-buoyancy anchoring structure, used to construct the anti-buoyancy anchoring structure described in Example 2, comprising the following steps:

[0070] S10. Backfill the bottom backfill soil layer 50 in the backfill area and embed the end bearing member 10 at the upper end of the bottom backfill soil layer 50.

[0071] S20. Insert the lower end of the anchor sleeve 20 into the end bearing member 10, and make the inner cavity of the anchor sleeve 20 communicate with the inner cavity of the end bearing member 10 and keep the anchor sleeve 20 in a vertical state.

[0072] That is, the lower end of the anchoring sleeve 20 is fastened to the through hole at the upper end of the end bearing member 10 and inserted into the connecting sleeve 40, so that the anchoring sleeve 20 remains vertical, and at the same time, the reinforcing bar groove 22 is located inside the cavity of the end bearing member 10.

[0073] S30, successively fill the reinforced backfill soil layer 60 and the top backfill soil layer 70 to the set elevation.

[0074] S40. Insert the anchor bar assembly 30 into the end bearing member 10 through the anchor sleeve 20.

[0075] Specifically, when the anchor bar assembly 30 is inserted into the anchor sleeve 20, the first anchor bar 34 and the second anchor bar 36 tilt outward under their own weight and the weight of the limiting ring 35. When the limiting ring 35 enters the lower end of the anchor sleeve 20, the limiting ring 35 contacts the guide protrusion 24. Since the first anchor bar 34 and the second anchor bar 36 are not aligned with the bar outlet groove 22, the hinge between the first anchor bar 34 and the second anchor bar 36 cannot unfold outward. At this time, through the guiding action of the guide protrusion 24, the limiting guide protrusion 37 slides into the limiting groove 23. The limiting groove 23 limits and positions the limiting ring 35 within the anchor sleeve 20, and ensures that the hinge of each first anchor bar 34 and second anchor bar 36 is aligned with the corresponding bar outlet groove 22.

[0076] Continue lowering the anchor bar 32. Under the downward pressure of the anchor bar 32, the hinge joint of the first anchor bar 34 and the second anchor bar 36 is driven to move through the corresponding bar groove 22 toward the inner wall of the end bearing member 10. This causes the lower end of the anchor bar assembly 30 to expand within the inner cavity of the end bearing member 10. After grouting the end bearing member 10, this ensures sufficient bonding force between the anchor bar assembly 30 and the end bearing member 10, between the anchor bar assembly 30 and the anchor sleeve 20, and between the anchor sleeve 20 and the end bearing member 10, preventing the anchor bar assembly 30 from being pulled away when subjected to anti-buoyancy force.

[0077] S50. Concrete mortar is injected into the end bearing member 10 through the anchor sleeve 20 to connect the anchor bar assembly 30 to the anchor sleeve 20 and the end bearing member 10 through the concrete mortar.

[0078] In summary, the anti-buoyancy anchoring structure construction method provided in this embodiment involves first backfilling the bottom backfill soil layer 50 in the backfill area, and then embedding the end bearing member 10 at the upper end of the bottom backfill soil layer 50. Next, the lower end of the anchoring sleeve 20 is inserted into the end bearing member 10, ensuring that the inner cavity of the anchoring sleeve 20 is connected to the inner cavity of the end bearing member 10 and that the anchoring sleeve 20 remains vertical. The reinforced backfill soil layer 60 and the top backfill soil layer 70 are then filled sequentially to the set elevation. Then, the anchor bar assembly 30 is inserted into the end bearing member 10 through the anchoring sleeve 20. Finally, concrete mortar is injected into the end bearing member 10 through the anchoring sleeve 20 to connect the anchor bar assembly 30 with the anchoring sleeve 20 and the end bearing member 10 through the concrete mortar. This method can complete the construction of the anti-buoyancy anchoring structure described in Embodiment 2, and has the characteristics of simple construction and high efficiency.

[0079] The specific embodiments described above further illustrate the purpose, technical solution, and beneficial effects of the present invention. It should be understood that the above description is only a specific embodiment of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A reverse-construction anti-buoyancy anchor bolt, characterized in that, include: The end-bearing component (10) is a hollow shell structure. In the working state, it is embedded in the backfill soil and bears the weight of the backfill soil. The lower end of the anchor sleeve (20) is connected to the inner cavity of the end bearing member (10); Anchor bar assembly (30) is inserted into the anchor sleeve (20), with its lower end extending into the inner cavity of the end bearing member (10) and its upper end used to connect to the bottom plate structure of the underground structure. The gap between the anchor bar assembly (30) and the anchor sleeve (20) is wide enough for the grouting pipe to pass through. The lower end of the end bearing member (10) is an arc-shaped structure, and a connecting sleeve (40) is provided in the middle of the lower end of the end bearing member (10), and the connecting sleeve (40) is arranged vertically. The upper end of the connecting sleeve (40) is connected to the inner cavity of the end bearing member (10), and the lower end is a closed structure. The inner diameter of the connecting sleeve (40) is adapted to the outer diameter of the lower end of the anchoring sleeve (20). The lower end of the anchor sleeve (20) passes through the upper end of the end bearing member (10) and is inserted into the connecting sleeve (40).

2. The anti-buoyancy anchor bolt constructed using the reverse method according to claim 1, characterized in that, The end bearing member (10) is a steel shell structure.

3. The anti-buoyancy anchor bolt constructed using the reverse method according to claim 1, characterized in that, The anchor sleeve (20) is provided with multiple reinforcing end plates (21); The reinforcing end plate (21) is fixedly connected to the anchor sleeve (20), and a plurality of the reinforcing end plates (21) are spaced apart along the length direction of the anchor sleeve (20).

4. The anti-buoyancy anchor bolt constructed using the reverse method according to claim 1, characterized in that, The anchor sleeve (20) has bar grooves (22) on both sides of a section located inside the end bearing member (10). The anchor assembly (30) includes: The connecting rod (31) is inserted inside the anchor sleeve (20) and has a cross-section smaller than that of the anchor sleeve (20); Anchor rod reinforcement (32) is inserted into the anchor sleeve (20), and its lower end is fixedly connected to the connecting rod column (31); A connecting ring (33) is sleeved on the lower end of the connecting rod post (31) and can rotate around the connecting rod post (31); The first anchor bar (34) is provided in multiple pieces, with its upper end hinged to the connecting ring (33), and the multiple first anchor bars (34) are evenly distributed along the circumference of the connecting ring (33); The limiting ring (35) can pass through the inner cavity of the anchor sleeve (20) and is confined within the connecting sleeve (40); The second rebar (36) has multiple rebars, which are arranged one-to-one with the first rebar (34). The upper end is hinged to the lower end of the first rebar (34), and the lower end is hinged to the limiting ring (35). When the limiting ring (35) is confined within the anchor sleeve (20), as the connecting rod column (31) moves downward, the hinge joint of the first rebar (34) and the second rebar (36) can be driven to move through the corresponding rebar groove (22) toward the inner wall of the end bearing member (10).

5. The anti-buoyancy anchor bolt constructed using the reverse method according to claim 4, characterized in that, The anchor sleeve (20) has a limiting groove (23) on one of its opposite sidewalls; The limiting ring (35) has a limiting guide protrusion (37) on one of its opposite sidewalls, and the limiting guide protrusion (37) is adapted to the limiting groove (23); The anchor sleeve (20) is also provided with a guide ridge (24) on one of its opposite sidewalls. The guide ridge (24) is spirally arranged downwards, and the two guide ridges (24) are symmetrical about the axis center of the connecting sleeve (40). The lower end of the guide protrusion (24) is located directly above the side wall of the limiting groove (23), and when the limiting guide protrusion (37) slides into the limiting groove (23), the hinge joint of each of the first rebar (34) and the second rebar (36) is directly opposite the corresponding rebar groove (22).

6. The anti-buoyancy anchor bolt constructed using the reverse method according to claim 4, characterized in that, The outer diameter of the limiting ring (35) is smaller than the outer diameter of the connecting ring (33).

7. An anti-buoyancy anchoring structure, characterized in that, include: The reverse construction method anti-buoyancy anchor bolt according to any one of claims 1 to 6; Bottom backfill soil layer (50); A reinforced backfill layer (60) is placed over the bottom backfill layer (50), and the reinforced backfill layer (60) has a greater strength than the bottom backfill layer (50). Top backfill layer (70) covers the reinforced backfill layer (60); Grouting material (80) is injected into the inner cavity of the end bearing member (10) and the anchor sleeve (20); The end bearing member (10) is embedded at the upper end of the bottom backfill layer (50), and the anchor sleeve (20) is inserted into the reinforced backfill layer (60) and the top backfill layer (70).

8. The anti-buoyancy anchoring structure according to claim 7, characterized in that, The reinforced backfill soil layer (60) is interspersed with multiple layers of geogrid (61).

9. A construction method for an anti-buoyancy anchoring structure, characterized in that, The method for constructing the anti-buoyancy anchoring structure as described in claim 7 or 8 includes the following steps: S10. Backfill the bottom backfill soil layer (50) in the backfill area and embed the end bearing member (10) at the upper end of the bottom backfill soil layer (50); S20. Insert the lower end of the anchor sleeve (20) into the end bearing member (10), and make the inner cavity of the anchor sleeve (20) communicate with the inner cavity of the end bearing member (10) and keep the anchor sleeve (20) in a vertical state. S30. Fill the reinforced backfill soil layer (60) and the top backfill soil layer (70) in sequence to the set elevation; S40. Insert the anchor bar assembly (30) into the end bearing member (10) through the anchor sleeve (20); S50. Concrete mortar is injected into the end bearing member (10) through the anchor sleeve (20) to connect the anchor bar assembly (30) to the anchor sleeve (20) and the end bearing member (10) through the concrete mortar.

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