Reverse building method anti-floating anchor rod, anti-floating anchoring structure and construction method of anti-floating anchoring structure

Abstract

The invention relates to the technical field of foundation anchoring structures, in particular to a reverse building method anti-floating anchor rod, an anti-floating anchoring structure and a construction method thereof. The anti-floating anchor rod comprises an end bearing component which is of a hollow shell structure, is embedded in a backfill soil body in a working state and bears the weight of the backfill soil body; the lower end of the anchoring sleeve is communicated with the inner cavity of the end bearing component; the anchor bar assembly is arranged in the anchoring sleeve in a penetrating mode, the lower end of the anchor bar assembly extends into an inner cavity of the end bearing component, and the upper end of the anchor bar assembly is used for being connected with a bottom plate structure of an underground structure; a grouting pipe can penetrate through the gap between the anchor bar assembly and the anchoring sleeve, so that the length of the anchor rod in a deep and thick backfill soil area can be shortened, the construction quality of the anchor rod is ensured, the cost is reduced, and the construction efficiency and the economic benefit are improved. The anti-floating anchoring structure comprises the anti-floating anchor rod. The construction method is used for building the anti-floating anchoring structure.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of underground foundation anchoring structure, in particular to a reverse construction method anti-floating anchor rod, anti-floating anchoring structure and construction method thereof. BACKGROUND

[0002] The anti-floating anchor rod is a force-bearing component used in building engineering to resist the upward floating of underground structures due to the buoyancy of underground water, and forms the anti-pulling bearing capacity through the bonding force of the anchoring body and the rock-soil layer. It is mainly applied to scenarios such as basements that need to balance water buoyancy, and has the technical advantages of low cost, convenient construction, and strong stratum adaptability.

[0003] Due to the low shear strength and weak bearing capacity of backfill soil, it cannot be used as a force- bearing structure for anchor rods. For setting anti-floating anchor rods in deep backfill soil areas (backfill depth up to 20 meters), the existing construction method is to anchor the anti-floating anchor rod in the undisturbed soil, relying on the gripping force of the anchor rod and the undisturbed soil (old soil) to generate anti-pulling force. Since such anchor rods are in deep backfill areas, they need to have a relatively deep design length to meet the requirements of anti-floating upward pulling force. Anti-floating anchor rods often need to have a relatively deep embedding depth to meet the requirements of anti-pulling force. Therefore, anchor rods in deep backfill areas are usually designed as super-long anchor rods (length greater than 20 meters).

[0004] Due to the deep depth of such anti-floating anchor rods, drilling and grouting are difficult to construct, not only the quality is difficult to guarantee, but also the cost is high, and there are problems of high material consumption, low construction efficiency and poor economic benefits. SUMMARY

[0005] In view of the technical problem of super-long anti-floating anchor rods in deep backfill soil areas, the present application provides a reverse construction method anti-floating anchor rod, anti-floating anchoring structure and construction method thereof, which can shorten the length of anchor rods in deep backfill soil areas, so as to ensure the construction quality of anchor rods, reduce costs, thereby improving construction efficiency and improving economic benefits.

[0006] The present application is realized by the following technical solutions: In a first aspect, the present application provides a reverse construction method anti-floating anchor rod, comprising: an end bearing component, which is a hollow shell structure, in a working state, buried in the backfill soil body and bearing the weight of the backfill soil body; an anchoring sleeve, the lower end of which is in communication with the inner cavity of the end bearing component; an anchoring bar assembly, which is arranged in the anchoring sleeve and extends to the inner cavity of the end bearing component; and a bottom plate structure for connecting the underground structure at the upper end of the anchoring bar assembly; wherein the gap between the anchoring bar assembly and the anchoring sleeve can be passed through by the grouting pipe.

[0007] The application provides an anti-floating anchor rod in top-down construction, which comprises an end bearing member, an anchoring sleeve and an anchoring tendon assembly. The end bearing member is a hollow shell structure, the lower end of the anchoring sleeve is communicated with the inner cavity of the end bearing member, and the lower end of the anchoring tendon assembly extends into the inner cavity of the end bearing member. In construction, the end bearing member is embedded in the backfill soil body so that the end bearing member bears the weight of the backfill soil body, and the inner cavity of the end bearing member is grouted through the anchoring sleeve, so that the anchoring tendon assembly, the anchoring sleeve and the end bearing member are connected as a whole, thereby providing the anti-floating force (anti-floating) by the weight of the soil on the end bearing member and the friction between the backfill soil and the anchoring sleeve. Compared with anchoring the anti-floating anchor rod in the original soil, the length of the anchor rod in the deep backfill soil area can be greatly shortened, the process of drilling a hole in the original soil is avoided, and the amount of grouting material of the anchor rod is saved. The construction efficiency is greatly improved, the engineering cost is saved, the economic benefit is obvious, and the construction efficiency is high.

[0008] The anchoring tendon assembly is arranged in the anchoring sleeve and the end bearing member, so that the hole of the anchor rod is formed before the soil backfilling, the traditional drilling method in the soil is avoided, the quality of the anchor rod is guaranteed, and the construction quality of the anchor rod is ensured. Meanwhile, the weight acting on the end bearing member is positively correlated with the buried depth of the end bearing member and the size of the cross-sectional area of the end bearing member. The area of the end bearing member can be reduced under the condition of expanding the effective cross-sectional area of the end bearing member according to the required anti-floating force, and the end bearing member can be applied to the condition of small backfill depth (below 5 m), so the application range is wide.

[0009] In an optional embodiment of the application, the end bearing member is a steel shell structure, so as to ensure that the end bearing member has sufficient structural strength and facilitate the processing and production of the end bearing member.

[0010] In an optional embodiment of the application, a plurality of reinforcing end plates are arranged outside the anchoring sleeve; the reinforcing end plates are fixedly connected with the anchoring sleeve, and a plurality of the reinforcing end plates are arranged along the length direction of the anchoring sleeve, so as to enhance the connection between the anchoring sleeve and the backfill soil body.

[0011] In an optional embodiment of the application, the lower end of the end bearing member is in an arc shape, and a connecting sleeve is arranged at the middle of the lower end of the end bearing member; the connecting sleeve is vertically arranged; the upper end of the connecting sleeve is communicated with the inner cavity of the end bearing member, and the lower end of the connecting sleeve is a closed structure, so that the residual soil falling into the end bearing member during the pre-embedding of the end bearing member is collected at the bottom of the connecting sleeve, and the connection between the concrete mortar and the side wall of the end bearing member is not affected; the inner diameter of the connecting sleeve is matched with 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 as to limit the anchoring sleeve through the upper and lower ends of the end bearing member, and the anchoring sleeve remains in a vertical state during the backfilling of the backfill soil without additional support for the anchoring sleeve, so the construction of the anti-floating anchoring structure is simplified.

[0012] In an optional embodiment of the present application, the anchoring sleeve is provided with a reinforcing groove on opposite sides of a section within the end support member; the anchoring reinforcement assembly comprises: a connecting rod column, which is arranged in the anchoring sleeve and has a smaller cross section than the anchoring sleeve; an anchoring rod, which is arranged in the anchoring sleeve and is fixedly connected to the lower end of the connecting rod column; a connecting ring, which is arranged at the lower end of the connecting rod column and can rotate around the connecting rod column; a plurality of first reinforcing bars, which are hingedly connected to the upper end of the connecting ring and are evenly distributed along the circumference of the connecting ring; a limiting ring, which can pass through the inner cavity of the anchoring sleeve and is limited in the connecting sleeve; and a plurality of second reinforcing bars, which are arranged one-to-one with the first reinforcing bars, are hingedly connected to the lower end of the first reinforcing bars, and are hingedly connected to the lower end of the limiting ring; wherein, in the working condition that the limiting ring is limited in the anchoring sleeve, the hinged joints of the first reinforcing bars and the second reinforcing bars can be driven to move through the corresponding reinforcing grooves to the inner side wall of the end support member as the connecting rod column moves downward.

[0013] Therefore, after the backfilling of the backfill soil is completed, the anchoring reinforcement assembly is inserted into the anchoring sleeve, and the limiting ring is limited in the anchoring sleeve in the working condition, and then the anchoring rod is further lowered to drive the hinged joints of the first reinforcing bars and the second reinforcing bars to move through the corresponding reinforcing grooves to the inner side wall of the end support member under the action of the pressure of the anchoring rod, so that the lower end of the anchoring reinforcement assembly expands in the inner cavity of the end support member, thereby ensuring that the anchoring reinforcement assembly, the anchoring sleeve and the end support member have sufficient bonding force after grouting of the end support member, and the anchoring reinforcement assembly is prevented from being pulled when bearing the anti-floating force.

[0014] In an optional embodiment of the present application, one side wall of the anchoring sleeve is provided with a limiting groove; one side wall of the limiting ring is provided with a limiting protrusion, and the limiting protrusion is matched with the limiting groove; and one side wall of the anchoring sleeve is further provided with a guide protrusion, which is arranged in a spiral downward and is centrally symmetric about the axis of the connecting sleeve; wherein, the lower end of the guide protrusion is located directly above the side wall of the limiting groove, and in the working condition that the limiting protrusion slides into the limiting groove, the hinged joints of the first reinforcing bars and the second reinforcing bars are directly opposite the corresponding reinforcing grooves. Therefore, when the limiting ring moves relative to the lower end of the anchoring sleeve, the limiting protrusion can slide into the limiting groove and be limited and positioned by the limiting groove through the guiding action of the guide protrusion, so as to limit the limiting ring in the anchoring sleeve and ensure that the hinged joints of the first reinforcing bars and the second reinforcing bars are directly opposite the corresponding reinforcing grooves.

[0015] In an optional embodiment of the present application, the outer diameter of the limiting ring is smaller than the outer diameter of the connecting ring, so that the first and second dowels are inclined outward under the action of their own gravity and the gravity of the limiting ring, ensuring that after the limiting ring is limited in the anchoring sleeve, the first and second dowels are driven by the lower pressure of the anchoring rod to move through the corresponding out-dowel groove to the inner side wall of the end-bearing member.

[0016] In a second aspect, the present application provides an anti-floating anchoring structure, comprising the reverse construction method anti-floating anchor rod described above; a bottom backfill soil layer; a reinforced backfill soil layer covering the bottom backfill soil layer, the strength of the reinforced backfill soil layer being greater than that of the bottom backfill soil layer; a top backfill soil layer covering the reinforced backfill soil layer; a grouting body filled in 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 soil layer, and the anchoring sleeve is inserted into the reinforced backfill soil layer and the top backfill soil layer.

[0017] The anti-floating anchoring structure provided by the present application, comprising the reverse construction method anti-floating anchor rod and the multi-layer backfill soil layer, can make the end-bearing member bear the weight of the backfill soil body, and at the same time, grouting is performed in the inner cavity of the end-bearing member through the anchoring sleeve, so that the anchor rod assembly is connected with the anchoring sleeve and the end-bearing member as a whole, thereby relying on the weight of the soil body on the end-bearing member and the friction between the backfill soil and the anchoring sleeve to provide the anti-floating force, and the backfill soil body directly pressing on the end-bearing member is the reinforced backfill soil layer, which has sufficient structural strength and can avoid the upward displacement of the end-bearing member due to the pressure cracking of the backfill soil body under the action of the upward floating force on the bottom plate structure connecting the underground structure; compared with anchoring the anti-floating anchor rod in the original soil, the length of the anchor rod in the deep backfill soil area can be greatly shortened, the process of opening a hole in the original soil is avoided, and the amount of grouting material of the anchor rod is saved, thereby greatly improving the construction efficiency, saving the engineering cost, and having obvious economic benefits and high construction efficiency; and the hole of the anchor rod is formed before the backfill of the soil body, avoiding the traditional method of drilling a hole in the soil body, ensuring the quality of the anchor rod, and ensuring the construction quality of the anchor rod.

[0018] In an optional embodiment of the present application, a plurality of geogrids are interposed in the reinforced backfill soil layer to ensure sufficient structural strength of the reinforced backfill soil layer while simplifying the construction process of the reinforced backfill soil layer.

[0019] In a third aspect, the present application provides an anti-floating anchoring structure construction method for constructing the anti-floating anchoring structure described above, comprising the following steps: S10, backfilling a bottom backfill soil layer in a backfill area and embedding an end-bearing member at the upper end of the bottom backfill soil layer; S20, inserting the lower end of the anchoring sleeve into the end-bearing member and making the inner cavity of the anchoring sleeve communicate with the inner cavity of the end-bearing member and keeping the anchoring sleeve in a vertical state; S30, filling the reinforced backfill soil layer and the top backfill soil layer in sequence to the set elevation; S40, inserting the anchor bar assembly into the end bearing member through the anchor sleeve; S50. Pour concrete mortar into the end bearing member through the anchor sleeve, so as to connect the anchor bar assembly with the anchor sleeve and the end bearing member through the concrete mortar.

[0020] The anti-floating anchoring structure construction method provided by the present invention first backfills the bottom backfill soil layer in the backfill area, and buries the end bearing component at the upper end of the bottom backfill soil layer, then inserts the lower end of the anchor sleeve into the end bearing component, and makes the inner cavity of the anchor sleeve communicate with the inner cavity of the end bearing component and keeps the anchor sleeve in a vertical state, and sequentially fills the reinforced backfill soil layer and the top backfill soil layer to the set elevation; then inserts the anchor bar assembly into the end bearing component through the anchor sleeve; finally, pours concrete mortar into the end bearing component through the anchor sleeve, so as to connect the anchor bar assembly with the anchor sleeve and the end bearing component through the concrete mortar, thereby completing the construction of the above-mentioned anti-floating anchoring structure, which has the characteristics of simple construction and high efficiency.

[0021] Compared with the prior art, the present invention has the following advantages and beneficial effects: 1. The reverse-construction anti-floating anchor rod provided by the present invention comprises an end-bearing member, an anchor sleeve and an anchor bar assembly. The end-bearing member is a hollow shell structure, and the lower end of the anchor sleeve is connected to the inner cavity of the end-bearing member, and the lower end of the anchor bar assembly extends into the inner cavity of the end-bearing member. During construction, the end-bearing member is buried in the backfill soil so that the end-bearing member can bear the pressure of the backfill soil. At the same time, grouting is injected into the inner cavity of the end-bearing member through the anchor sleeve, so that the anchor rod assembly, the anchor sleeve and the end-bearing member are connected as a whole, thereby relying on the pressure of the soil on the end-bearing member and the friction between the backfill soil and the anchor sleeve to provide pull-out resistance (anti-floating). Compared with anchoring the anti-floating anchor rod in the original soil, the anchor rod length in the deep backfill soil area can be greatly shortened, the process of drilling holes in the original soil is avoided, and the amount of material for anchor rod grouting is saved. While greatly improving construction efficiency, it saves project cost, has obvious economic benefits, and has high construction efficiency.

[0022] 2. The reverse-construction anti-floating anchor provided by the present invention has anchor bar components inserted into the anchor casing and the end-bearing member, so that the anchor rod holes are formed before the soil is backfilled, avoiding the traditional method of drilling holes in the soil. The anchor rod forming quality is guaranteed, ensuring the construction quality of the anchor rod.

[0023] 3. The reverse-construction anti-floating anchor provided by the present invention has a pressure acting on the end-bearing member that is positively correlated with the burial depth of the end-bearing member and the size of its cross-sectional area. The area of ​​the end-bearing member can be reduced under the condition of expanding the effective cross-sectional area of ​​the end-bearing member according to the required pull-out resistance. It is suitable for working conditions with a smaller backfill depth and has a wide range of applications.

[0024] 4、The anti-floating anchoring structure provided by the application, comprising the top-down method anti-floating anchor rod and the multi-layer backfill soil layer, can enable the end bearing member to bear the weight of the backfill soil body, and enable the anchor sleeve to inject grout into the inner cavity of the end bearing member, so that the anchor rod assembly is connected with the anchor sleeve and the end bearing member as a whole, thereby relying on the weight of the soil body on the end bearing member and the friction between the backfill soil and the anchor sleeve to provide the anti-floating force, and the backfill soil body directly pressing on the end bearing member is a reinforced backfill soil layer, which has sufficient structural strength and can avoid the end bearing member from being pressed to fracture the backfill soil body and generating upward displacement under the action of the floating force on the bottom plate structure connected with the underground structure; compared with anchoring the anti-floating anchor rod in the undisturbed soil, the length of the anchor rod in the deep backfill soil area can be greatly shortened, the process of opening a hole in the original soil is avoided, and the amount of grout for the anchor rod is saved, thereby greatly improving the construction efficiency, saving the engineering cost, and achieving obvious economic benefits and high construction efficiency; and the hole of the anchor rod is formed before the soil backfilling, thereby avoiding the traditional method of drilling a hole in the soil, ensuring the quality of the anchor rod, and ensuring the construction quality of the anchor rod.

[0025] 5、The anti-floating anchoring structure construction method provided by the application comprises the following steps: backfilling a bottom backfill soil layer in a backfill area, and burying an end bearing member at the upper end of the bottom backfill soil layer; inserting the lower end of an anchor sleeve into the end bearing member, and enabling the inner cavity of the anchor sleeve to communicate with the inner cavity of the end bearing member and enabling the anchor sleeve to remain in a vertical state; and sequentially filling a reinforced backfill soil layer and a top backfill soil layer to a specified elevation; then inserting an anchor bar assembly into the end bearing member through the anchor sleeve; and finally injecting concrete mortar into the end bearing member through the anchor sleeve to connect the anchor bar assembly with the anchor sleeve and the end bearing member through the concrete mortar, so that the anti-floating anchoring structure described above can be constructed, and the construction is simple and efficient. BRIEF DESCRIPTION OF DRAWINGS

[0026] In order to more clearly illustrate the technical solutions of the embodiments of the application, the following will briefly introduce the drawings needed to be used in the embodiments. It should be understood that the following drawings only show some of the embodiments of the application, and therefore should not be regarded as a limitation on the scope. For those of ordinary skill in the art, other related drawings can also be obtained without creative labor on the basis of these drawings.

[0027] In the drawings: Figure 1 The structural schematic diagram of the anti-floating anchoring structure provided by the embodiments of the application; Figure 2 The structural schematic diagram of the end bearing member provided by the embodiments of the application; Figure 3 The structural schematic diagram of the anchor sleeve provided by the embodiments of the application; Figure 4 The structural schematic diagram of the anchor bar assembly provided by the embodiments of the application; Figure 5 The structure schematic diagram of the anchor assembly provided by the embodiment of the present application is assembled into the anchor sleeve; Figure 6 The structure schematic diagram of the A part of the anchor assembly provided by the embodiment of the present application is enlarged. Figure 5 The structure schematic diagram of the A part of the anchor assembly provided by the embodiment of the present application is enlarged.

[0028] The reference signs and corresponding component names in the drawings are as follows: 10-end bearing member, 20-anchor sleeve, 21-strengthening end plate, 22-outlet rib groove, 23-limiting groove, 24-guiding convex rib, 30-anchor assembly, 31-connecting column, 32-anchor rod, 33-connecting ring, 34-first anchor bar, 35-limiting ring, 36-second anchor bar, 37-limiting guide convex, 40-connecting sleeve, 50-bottom backfill soil layer, 60-strengthening backfill soil layer, 61-geogrid, 70-top backfill soil layer, 80-grouting body. DETAILED DESCRIPTION

[0029] In order to make the purpose, technical scheme and advantages of the embodiments of the present application more clear, the technical scheme of the embodiments of the present application will be described clearly and completely below in combination with the drawings in the embodiments of the present application. Obviously, the described embodiments are only some of the embodiments of the present application, not all the embodiments. The components of the embodiments of the present application described and shown in the drawings can be arranged and designed in various different configurations.

[0030] Therefore, the following detailed description of the embodiments of the present application provided in the drawings is not intended to limit the scope of the claimed present application, but only represents selected embodiments of the present application. All other embodiments obtained by those of ordinary skill in the art based on the embodiments in the present application without making creative efforts are within the scope of protection of the present application.

[0031] It should be noted that: similar reference signs and letters represent similar items in the following drawings, therefore, once an item is defined in one drawing, it does not need to be further defined and explained in the subsequent drawings. The embodiments in the present application and the features in the embodiments can be combined with each other under non-conflicting working conditions.

[0032] In the description of the embodiments of the present application, the indicated orientation or positional relationship is based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship commonly placed when the product of the present application is used, or the orientation or positional relationship commonly understood by those skilled in the art, which is only for the convenience of describing the present application and simplifying the description, and is not intended to indicate or imply that the indicated device or element must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as a limitation on the present application.

[0033] In the description of the present application, unless otherwise explicitly specified and limited, the terms "arrangement", "installation", "connection", "connection" should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or it can be integrally connected; it can be directly connected, or it can be indirectly connected through an intermediate medium; it can be the communication inside two elements. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0034] Embodiment 1

[0035] In combination Figure 1 , the present embodiment provides a top-down method anti-floating anchor rod, comprising: end bearing member 10, hollow shell structure, in working condition, buried in backfill soil, and bear the weight of backfill soil; anchor sleeve 20, the lower end of the inner cavity of the end bearing member 10 is communicated; anchor bar assembly 30, threaded in the anchor sleeve 20, the lower end extends into the inner cavity of the end bearing member 10, the upper end is used for connecting the bottom plate structure of underground structure; wherein, the gap between the anchor bar assembly 30 and the anchor sleeve 20 can be passed through the grouting pipe.

[0036] Specifically, the end bearing member 10 is a steel shell structure to ensure that the end bearing member 10 has sufficient structural strength and is convenient for processing and production of the end bearing member 10.

[0037] In combination Figure 2 , the lower end of the end bearing member 10 is arc-shaped structure, and the middle of the lower end of the end bearing member 10 is provided with a connecting sleeve 40, the connecting sleeve 40 is vertically arranged; the upper end of the connecting sleeve 40 is communicated with the inner cavity of the end bearing member 10, and the lower end is closed structure, so that the slag collected in the end bearing member 10 during pre-buried end bearing member 10 is collected at the bottom of the connecting sleeve 40, avoiding its influence on the connection of the concrete mortar and the side wall of the end bearing member 10, the inner diameter of the connecting sleeve 40 is matched with the outer diameter of the lower end of the anchor sleeve 20; wherein, 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, so as to limit the anchor sleeve 20 through the upper and lower ends of the end bearing member 10, ensure that the anchor sleeve 20 remains vertical state during backfilling backfill soil, without additional support for the anchor sleeve 20, which can simplify the construction of anti-floating anchor structure.

[0038] The shape of the upper end of the end bearing member 10 is not particularly limited, preferably, the upper end of the end bearing member 10 is also arc-shaped structure, to ensure that the concrete mortar can fill the entire inner cavity of the end bearing member 10. The area of the end bearing member 10 is determined according to the required uplift capacity and buried depth. Among them, the greater the volume of the end bearing member 10, the more concrete it can hold, which can additionally increase the downward tension on the anchor rod.

[0039] In combination Figure 3 The reinforcing end plates 21 are fixedly connected to the anchoring sleeve 20 and are arranged at intervals along the length direction 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 reinforcing end plates 21 to avoid corrosion of the reinforcing end plates 21. Of course, a stainless steel plate or a stainless steel strip can also be used as a reinforcing member, as long as it can increase the friction between the anchoring sleeve 20 and the backfill soil. The plate body mechanism is preferably used, which can not only increase the friction but also increase the weight of the backfill soil.

[0040] In combination Figures 3-5 The anchoring sleeve 20 is provided with a reinforcing slot 22 on the opposite sides of a section in the end support member 10. The anchoring reinforcement assembly 30 includes a connecting rod column 31 arranged in the anchoring sleeve 20 and having a cross section smaller than that of the anchoring sleeve 20, an anchoring steel bar 32 arranged in the anchoring sleeve 20 and fixedly connected to the lower end of the connecting rod column 31, a connecting ring 33 sleeved on the lower end of the connecting rod column 31 and capable of rotating around the connecting rod column 31, a first reinforcing bar 34 provided with a plurality of (two in this embodiment) and hingedly connected to the upper end of the connecting ring 33, and a plurality of the first reinforcing bars 34 are uniformly distributed along the circumference of the connecting ring 33, a limiting ring 35 capable of passing through the inner cavity of the anchoring sleeve 20 and being limited in the connecting sleeve 40, and a second reinforcing bar 36 provided with a plurality of (also two, and the length is smaller than that of the reinforcing slot 22) and corresponding to the first reinforcing bar 34, the upper end of the second reinforcing bar 36 is hingedly connected to the lower end of the first reinforcing bar 34, and the lower end of the second reinforcing bar 36 is hingedly connected to the limiting ring 35. In the working condition that the limiting ring 35 is limited in the anchoring sleeve 20, as the connecting rod column 31 moves downward, the hinged part of the first reinforcing bar 34 and the second reinforcing bar 36 can be driven to pass through the corresponding reinforcing slot 22 and move to the inner side wall of the end support member 10.

[0041] It should be noted that the length of the first and second dowels 34, 36 in the free state should be greater than the length of the anchor sleeve 20 in the axial direction, and it should be ensured that the upper end of the first dowel 34 does not be stuck in the anchor sleeve 20 during the movement of the hinge of the first and second dowels 34, 36 to the side wall of the end support member 10, such as the length of the first and second dowels 34, 36 is 30 cm, and the axial length of the anchor sleeve 20 is 50 cm. Thus, after the backfilling of the backfill soil is completed, the anchor assembly 30 is inserted into the anchor sleeve 20, and the limiting ring 35 is limited in the working condition of the anchor sleeve 20, and the anchor rod 32 is further lowered to drive the hinge of the first and second dowels 34, 36 to move through the corresponding anchor slot 22 to the inner side wall of the end support member 10 under the pressure of the anchor rod 32, so that the lower end of the anchor assembly 30 expands in the inner cavity of the end support member 10, to ensure that the anchor assembly 30 and the end support member 10, the anchor assembly 30 and the anchor sleeve 20, and the anchor sleeve 20 and the end support member 10 have sufficient bonding force after grouting the end support member 10, to avoid the anchor assembly 30 being pulled when bearing the anti-floating force.

[0042] In combination Figure 5 and Figure 6 , one side wall of the anchor sleeve 20 is provided with a limiting slot 23; one side wall of the limiting ring 35 is separately provided with a limiting guide convex 37, the limiting guide convex 37 is matched with the limiting slot 23; one side wall of the anchor sleeve 20 is also provided with a guide convex rib 24, the guide convex rib 24 is spirally arranged downward, and the two guide convex ribs 24 are symmetric about the axis center of the connecting sleeve 40; wherein the lower end of the guide convex rib 24 is located directly above the side wall of the limiting slot 23, and in the working condition that the limiting guide convex 37 slides into the limiting slot 23, the hinge of each of the first and second dowels 34, 36 is directly opposite to the corresponding anchor slot 22.

[0043] It should be noted that the guide convex rib 24 can also be a plate structure. The arc of the guide convex rib 24 extending along the anchor sleeve 20 is less than 180° (radial projection is less than the inner diameter of the anchor sleeve 20), thereby, when the limiting ring 35 moves relative to the lower end of the anchor sleeve 20, through the guiding action of the guide convex rib 24, it is ensured that the limiting guide convex 37 can slide into the limiting slot 23, and be limited and positioned by the limiting slot 23, to limit the limiting ring 35 in the anchor sleeve 20, and drive the steel cage composed of the first and second dowels 34, 36 to rotate around the connecting rod column 31, to ensure that the hinge of the first and second dowels 34, 36 can be directly opposite to the corresponding anchor slot 22.

[0044] It can be 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 anchor bar 34 and the second anchor bar 36 are tilted outward under the action of their own gravity and the gravity of the limiting ring 35, ensuring that after the limiting ring 35 is confined in the anchor sleeve 20, the downward pressure of the anchor rod steel bar 32 drives the hinge of the first anchor bar 34 and the second anchor bar 36 to pass through the corresponding reinforcement groove 22 and move toward the inner wall of the end support member 10.

[0045] In summary, the reverse-construction anti-floating anchor provided in this embodiment includes an end-supporting member 10, an anchoring sleeve and an anchor bar assembly 30, wherein the end-supporting member 10 is a hollow shell structure.

[0046] During construction, the end-bearing member 10 is buried in the backfill soil so that the end-bearing member 10 bears the weight of the backfill soil. At the same time, grouting 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, thereby relying on the weight of the soil on the end-bearing member 10 and the friction between the backfill soil and the anchor sleeve 20 to provide pull-out resistance (anti-floating). Compared with anchoring the anti-floating anchor rod in the original soil, the anchor rod length in the deep backfill soil area can be greatly shortened, the process of drilling holes in the original soil is avoided, and the amount of material for anchor rod grouting is saved. While greatly improving construction efficiency, it saves project costs, has obvious economic benefits, and has high construction efficiency.

[0047] Among them, the anchor bar assembly 30 is passed through the anchor sleeve 20 and the end supporting member 10, so that the anchor rod member is formed before the soil is backfilled, avoiding the traditional method of drilling holes in the soil. The quality of the anchor rod forming is guaranteed, ensuring the construction quality of the anchor rod.

[0048] At the same time, the pressure acting on the end supporting member 10 is positively correlated with the burial depth of the end supporting member 10 and the size of its cross-sectional area. According to the required pull-out resistance, the area of ​​the end supporting member 10 can be reduced while expanding the effective cross-sectional area of ​​the end supporting member 10. This is suitable for working conditions with a small backfill depth (less than 5m) and has a wide range of applications.

[0049] In summary, the reverse anti-floating anchor provided in this embodiment can shorten the anchor length in deep backfill areas, so as to ensure the construction quality of the anchor and reduce costs, thereby improving construction efficiency and economic benefits, and has a wide range of applications.

[0050] Example 2

[0051] Combine Figure 1The embodiment provides an anti-floating anchoring structure, comprising the reverse construction method anti-floating anchor rod described in embodiment 1; a bottom backfill soil layer 50; a reinforced backfill soil layer 60, which is covered on the bottom backfill soil layer 50, and the strength of the reinforced backfill soil layer 60 is greater than that of the bottom backfill soil layer 50; a top backfill soil layer 70, which is covered on the reinforced backfill soil layer 60; a grouting body 80, which is filled in the inner cavity of the end bearing component 10 and the anchoring sleeve pipe 20; wherein the end bearing component 10 is buried at the upper end of the bottom backfill soil layer 50, and the anchoring sleeve pipe 20 is inserted into the reinforced backfill soil layer 60 and the top backfill soil layer 70.

[0052] Specifically, the reinforced backfill soil layer 60 is provided with a plurality of layers of geogrids 61, for example, one layer of geogrid 61 is arranged at intervals of 50-100 cm, so that the construction process of the reinforced backfill soil layer 60 is simplified while ensuring that the reinforced backfill soil layer 60 has sufficient structural strength.

[0053] That is to say, the anti-floating anchoring structure provided by the embodiment comprises the reverse construction method anti-floating anchor rod and the multi-layer backfill soil layer described in embodiment 1, so that the end bearing component 10 bears the weight of the backfill soil body, and the inner cavity of the end bearing component 10 is grouted through the anchoring sleeve pipe 20, so that the anchor rod assembly is connected with the anchoring sleeve pipe 20 and the end bearing component 10 as a whole, thereby relying on the weight of the soil body on the end bearing component 10 and the friction between the backfill soil and the anchoring sleeve pipe 20 to provide the anti-floating force, and the backfill soil body directly pressing on the end bearing component 10 is the reinforced backfill soil layer 60, which has sufficient structural strength and can avoid the upward displacement of the end bearing component 10 caused by the crushing of the backfill soil body under the action of the upward floating force of the bottom plate structure connected with the underground structure; compared with anchoring the anti-floating anchor rod in the original soil, the length of the anchor rod in the deep backfill soil area can be greatly shortened, the process of opening a hole in the original soil is avoided, and the amount of grouting material of the anchor rod is saved, so that the construction efficiency is greatly improved, the engineering cost is saved, the economic benefit is obvious, and the construction efficiency is high; and the hole of the anchor rod is formed before the soil backfilling, so that the traditional drilling hole forming mode in the soil is avoided, the quality of the anchor rod forming is guaranteed, and the construction quality of the anchor rod is ensured.

[0054] Embodiment 3

[0055] In combination Figure 1 The application provides an anti-floating anchoring structure construction method, which is used for constructing the anti-floating anchoring structure described in embodiment 2 and comprises the following steps. S10, backfilling a bottom backfill soil layer 50 in a backfill area, and burying an end bearing component 10 at the upper end of the bottom backfill soil layer 50.

[0056] S20, inserting an anchoring sleeve pipe 20 into the end bearing component 10, and making the inner cavity of the anchoring sleeve pipe 20 communicate with the inner cavity of the end bearing component 10 and keeping the anchoring sleeve pipe 20 in a vertical state.

[0057] That is, the lower end of the anchoring sleeve 20 is inserted into the through hole of the end bearing member 10 to keep the anchoring sleeve 20 in a vertical state, and the rib groove 22 is located in the inner cavity of the end bearing member 10 S30, sequentially fill the reinforced backfill soil layer 60 and the top backfill soil layer 70 to the set elevation.

[0058] S40, insert the anchoring reinforcement assembly 30 into the end bearing member 10 through the anchoring sleeve 20.

[0059] Specifically, when the anchoring reinforcement assembly 30 is inserted into the anchoring sleeve 20, the first and second anchor bars 34 and 36 are inclined outward under the action of their own gravity and the gravity of the limiting ring 35. When the limiting ring 35 enters the lower end of the anchoring sleeve 20, the limiting ring 35 contacts the guide protrusion 24. Since the first and second anchor bars 34 and 36 are not directly opposite the rib groove 22, the hinge of the first and second anchor bars 34 and 36 cannot be unfolded outward. At this time, the limiting guide protrusion 37 is guided into the limiting groove 23 by the guide action of the guide protrusion 24, and the limiting ring 35 is limited in the anchoring sleeve 20 by the limiting and positioning of the limiting groove 23, and the hinge of each first and second anchor bar 34 and 36 is directly opposite the corresponding rib groove 22.

[0060] Continue to lower the anchor rod reinforcement 32. Under the action of the downward pressure of the anchor rod reinforcement 32, the hinge of the first and second anchor bars 34 and 36 moves to the inner side wall of the end bearing member 10 through the corresponding rib groove 22, so that the lower end of the anchoring reinforcement assembly 30 expands in the inner cavity of the end bearing member 10. After grouting the end bearing member 10, it is ensured that the anchoring reinforcement assembly 30 and the end bearing member 10, the anchoring reinforcement assembly 30 and the anchoring sleeve 20, and the anchoring sleeve 20 and the end bearing member 10 have sufficient bonding force, so as to avoid the anchoring reinforcement assembly 30 being pulled when bearing the anti-floating force.

[0061] S50, grout the end bearing member 10 through the anchoring sleeve 20 to connect the anchoring reinforcement assembly 30, the anchoring sleeve 20 and the end bearing member 10 through the concrete mortar.

[0062] In summary, the anti-floating anchoring structure construction method provided in the embodiment first backfills the bottom backfill soil layer 50 in the backfill area, and embeds the end bearing member 10 at the upper end of the bottom backfill soil layer 50, then inserts the lower end of the anchoring sleeve 20 into the end bearing member 10, and makes the inner cavity of the anchoring sleeve 20 communicate with the inner cavity of the end bearing member 10 and makes the anchoring sleeve 20 keep a vertical state, and sequentially fills the reinforced backfill soil layer 60 and the top backfill soil layer 70 to the set elevation, then inserts the anchoring bar assembly 30 into the end bearing member 10 through the anchoring sleeve 20, and finally pours the concrete mortar into the end bearing member 10 through the anchoring sleeve 20, so as to connect the anchoring bar assembly 30 with the anchoring sleeve 20 and the end bearing member 10 through the concrete mortar, and the construction of the anti-floating anchoring structure recorded in Embodiment 2 can be completed, and the method has the characteristics of simple construction and high efficiency.

[0063] The above specific embodiments further specifically describe the purposes, technical solutions and beneficial effects of the present application, and it should be understood that the above description is only a specific embodiment of the present application and is not used to limit the protection scope of the present application, and any modification, equivalent replacement, improvement, etc. within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. A reverse-construction anti-floating anchor, characterized in that: include: The end bearing member (10) is a hollow shell structure, which is buried in the backfill soil in the working state and bears the pressure of the backfill soil; An anchoring sleeve (20), the lower end of which is in communication with the inner cavity of the end support member (10); An anchor bar assembly (30) is inserted into the anchor sleeve (20), with its lower end extending into the inner cavity of the end support member (10) and its upper end being used for connecting to the bottom plate structure of the underground structure; The gap between the anchor bar assembly (30) and the anchor sleeve (20) is capable of allowing a grouting pipe to pass through.

2. The reverse anti-floating anchor according to claim 1, characterized in that: The end supporting member (10) is a steel shell structure.

3. The reverse-construction anti-floating anchor according to claim 1, characterized in that: A plurality of reinforcing end plates (21) are provided outside the anchoring sleeve (20); The reinforcing end plate (21) is fixedly connected to the anchoring sleeve (20), and a plurality of the reinforcing end plates (21) are arranged at intervals along the length direction of the anchoring sleeve (20).

4. The reverse-construction anti-floating anchor according to claim 1, characterized in that: The lower end of the end support member (10) is an arc-shaped structure, and a connecting sleeve (40) is provided in the middle of the lower end of the end support member (10), and the connecting sleeve (40) is vertically arranged; The upper end of the connecting sleeve (40) is in communication with the inner cavity of the end support member (10), and the lower end is a closed structure, and 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 support member (10) and is inserted into the connecting sleeve (40).

5. The reverse-construction anti-floating anchor according to claim 4, characterized in that: The anchor sleeve (20) is provided with rib grooves (22) on two opposite sides of a section located inside the end support member (10); The anchor bar assembly (30) comprises: A connecting rod column (31) is inserted into the anchor sleeve (20) and has a cross section smaller than that of the anchor sleeve (20); An anchor steel bar (32) is inserted into the anchor sleeve (20), and the 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 column (31) and is capable of rotating around the connecting rod column (31); A plurality of first embedded bars (34) are provided, the upper ends of which are hinged to the connecting ring (33), and the plurality of first embedded bars (34) are evenly distributed along the circumference of the connecting ring (33); A limiting ring (35) capable of passing through the inner cavity of the anchoring sleeve (20) and confined within the connecting sleeve (40); A plurality of second planted bars (36) are provided, which are arranged in a one-to-one correspondence with the first planted bars (34), with the upper ends hinged to the lower ends of the first planted bars (34) and the lower ends hinged to the limiting ring (35); Wherein, under the working condition that the limiting ring (35) is confined in the anchor sleeve (20), as the connecting rod column (31) moves downward, the hinged joint of the first anchor bar (34) and the second anchor bar (36) can be driven to pass through the corresponding anchor groove (22) and move toward the inner side wall of the end support member (10).

6. The reverse-construction anti-floating anchor according to claim 5, characterized in that: An opposite side wall of the anchoring sleeve (20) is provided with a limiting groove (23); An opposite side wall of the limiting ring (35) is provided with a limiting guide protrusion (37), and the limiting guide protrusion (37) is adapted to the limiting groove (23); An opposite side wall of the anchoring sleeve (20) is further provided with a guide rib (24), the guide rib (24) being spirally arranged downward, and the two guide ribs (24) being symmetrical about the axis of the connecting sleeve (40); 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 ridge (37) slides into the limiting groove (23), the hinge between each of the first anchor bars (34) and the second anchor bars (36) is directly opposite to the corresponding rib groove (22).

7. The reverse-construction anti-floating anchor according to claim 5, characterized in that: The outer diameter of the limiting ring (35) is smaller than the outer diameter of the connecting ring (33). 8.An anti-floating anchoring structure, characterized in that: include: The reverse-construction anti-floating anchor rod according to any one of claims 1 to 7; Bottom backfill soil layer (50); A reinforced backfill soil layer (60) is covered on the bottom backfill soil layer (50), wherein the strength of the reinforced backfill soil layer (60) is greater than that of the bottom backfill soil layer (50); A top backfill soil layer (70) covering the reinforced backfill soil layer (60); A grouting body (80) is poured into the inner cavity of the end support member (10) and the anchor sleeve (20); The end support member (10) is buried at the upper end of the bottom backfill soil layer (50), and the anchor sleeve (20) is inserted into the reinforced backfill soil layer (60) and the top backfill soil layer (70).

9. The anti-floating anchoring structure according to claim 8, characterized in that: Multiple layers of geogrids (61) are interspersed within the reinforced backfill soil layer (60).

10. A construction method for an anti-floating anchoring structure, characterized in that: The method for constructing the anti-floating anchoring structure according to claim 8 or 9 comprises the following steps: S10, backfilling a bottom backfill soil layer (50) in the backfill area, and burying the end bearing member (10) at the upper end of the bottom backfill soil layer (50); S20, inserting the lower end of the anchoring sleeve (20) into the end supporting member (10), and making the inner cavity of the anchoring sleeve (20) communicate with the inner cavity of the end supporting member (10) and keeping the anchoring sleeve (20) in a vertical state; S30, sequentially filling the reinforced backfill soil layer (60) and the top backfill soil layer (70) to a set elevation; S40, inserting the anchor bar assembly (30) into the end support member (10) through the anchor sleeve (20); S50, pouring concrete mortar into the end support member (10) through the anchor sleeve (20), so as to connect the anchor bar assembly (30) to the anchor sleeve (20) and the end support member (10) through the concrete mortar.

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