Back joint bar body anchor rod / pile of dumping type reserved large cavity spiral drill rod
By using the rear reinforced anchor rod/pile of large cavity auger drill rod in the flow sand layer and the pressure-bearing water layer, the problems of sand surge and load bearing capacity in the anchor construction are solved, and the problem of insufficiency of sand flow and load bearing capacity is realized in a narrow space The efficient construction and bearing capacity are met, simplifying the process flow.
Patent Information
- Application Number
- CN202420669439.2
- Authority / Receiving Office
- CN · China
- Patent Type
- Utility models(China)
- Current Assignee / Owner
- Filing Date
- 2024-04-02
- Publication Date
- 2025-01-10
- Estimated Expiration
- 2034-04-02
AI Technical Summary
In the flowing sand layer, sand pebbles layer with moving water or sand pebbles layer with pressure water, anchor rod construction is prone to problems such as drilling, sand gushing, water gushing, and hole collapse, resulting in the inadequate release of the steel strand or steel cage. Moreover, it is a difficult problem to form load-bearing piles or anti-floating anchors/piles that meet the load-bearing capacity in a narrow space.
The rear reinforcement anchor/pile of large cavity auger drill rod is adopted for drainage type, including large cavity auger drill rod, reinforcement body and grouting body. It is left in the soil after being holed through a conventional anchor drill rig to form a skeleton and Fill the grouting body to improve structural strength and bearing capacity.
It effectively solves the problem of insufficient bearing capacity of anchor rod construction in the flow sand layer and the pressure-bearing water layer. It is suitable for the flow sand layer and the pressure-bearing water layer, simplifies the construction technology in the narrow space, improves construction efficiency and ensures load-bearing capacity.
Smart Images
Figure CN222332685U_ABST
Abstract
Description
Technical Field
[0001] The utility model relates to the fields of foundation pit support, slope, plugging, anti-floating, reinforcement, deviation correction and downward layer addition, and in particular to an earth-draining type anchor rod / pile with a large cavity spiral drill rod and a reinforcement body inserted thereafter and a construction method. Background Art
[0002] When the foundation pit or slope, anti-floating anchor construction encounters a flowing sand layer, a sand and gravel layer with moving water, or a sand and gravel layer with pressurized water, even if a casing drill is used to drill holes, drilling sand, water, and hole collapse often occur, resulting in the failure of the steel strand bundle or steel cage to be lowered into place, the hole collapses after the casing is pulled out, the grouting is not full, and the anchor does not meet the design bearing capacity requirements after tensioning. Especially in the above strata, the anchor needs to pass through the water-stop curtain or ground-connected wall, the anti-floating anchor / piles with abundant groundwater, and the foundation pit plugging project, the above situation often occurs and the consequences are very serious. In addition, when anti-floating, plugging, reinforcement, deviation correction, downward layer addition, and support operations are carried out in small spaces, due to space limitations, how to economically and effectively form load-bearing piles, anti-floating anchor / piles, and support piles that meet the bearing capacity requirements is a difficult problem.
[0003] In view of the fact that conventional anchor / pile construction technology cannot be effectively and reliably implemented in the above-mentioned situations, seeking a simple, feasible and reliable anchor / pile and construction method has become a practical breakthrough direction in the fields of foundation pit support, slope, leak plugging, anti-floating, reinforcement, deviation correction and downward layer addition. Utility Model Content
[0004] In order to overcome the defects of conventional anchor / pile construction technology that cannot be effectively implemented in quicksand layers, sand and gravel layers with moving water or pressurized water and cannot guarantee the bearing capacity requirements, as well as the requirements for anti-floating, reinforcement, deviation correction, downward layer addition and support operations in a narrow space, the utility model provides a new type of anchor / pile and construction method, which can be implemented by a conventional anchor drilling rig and can be widely used in foundation pit support, slope, leak plugging, anti-floating, reinforcement, deviation correction and downward layer addition projects.
[0005] The utility model provides a soil-discharging type anchor rod / pile with a large cavity spiral drill rod and a reinforcement body inserted thereafter, which mainly comprises:
[0006] A large cavity spiral drill rod retained in the formation comprises a cavity tube and spiral blades arranged on the outer wall of the cavity tube, and preferably a pressure grouting hole is arranged at the cavity tube or the drill bit at the front end of the large cavity spiral drill rod;
[0007] A tendon body, which is disposed in the hollow tube; and
[0008] The grouting body fills all the cavities inside and outside the large cavity auger rod in the anchor / pile borehole.
[0009] The large-cavity spiral drill rod in the utility model is a disposable component, which is left in the foundation pit, slope or foundation soil after drilling into a hole, and becomes the skeleton of the anchor rod / pile, the implantation channel of the tendon, and the injection channel of the slurry; the center of the spiral drill rod is a large-cavity structure, and its inner diameter must meet the implantation requirements, bonding requirements and grouting requirements of the tendon; the cavity inner diameter of the large-cavity spiral drill rod is ≥2.4cm.
[0010] The auger rod in the utility model is a soil-removing type large-cavity auger rod, which can greatly reduce the torque of the drill rod during drilling, and a hole can be formed using a conventional anchor drilling rig. The large-cavity auger rod is a disposable component, which can greatly reduce the rigidity and weight required for the drill rod. In order to meet the soil-removing requirements, the width of the spiral blades of the large-cavity auger rod is ≥2cm.
[0011] The large cavity spiral drill rod in the utility model is a steel drill rod, an alloy drill rod, a prefabricated reinforced concrete drill rod, a carbon fiber drill rod or a polymer material drill rod.
[0012] In the utility model, the diameter of the drill hole is 10-120 cm, the inner diameter of the cavity tube is 2.4-25 cm, and the width of the spiral blade is 2-50 cm.
[0013] In the utility model, the tendon can be a single or multiple strands of steel wire or a single or multiple prestressed threaded steel bars or a common steel cage with a positioning bracket and a grouting pipe. When multiple strands of steel wire, multiple prestressed threaded steel bars or a steel cage are used, the multiple tendons are preferably evenly arranged around the grouting pipe. When a single tendon is used, the grouting pipe is preferably located at the center of the cavity, or it can be located at one side of the cavity.
[0014] As an option, the steel strand tendons and prestressed threaded steel tendons may be provided with free sections for the convenience of tensioning and locking, or may use anchoring sections over the entire length as required.
[0015] In a preferred embodiment, a grouting pipe is further provided in the cavity tube, through which grouting is injected into the inside and outside of the drill rod cavity.
[0016] Specifically, the large cavity spiral drill rod is connected by multiple segments. After drilling a segment, the next segment is connected at its outer end by threaded connection, clamp, clamp, clamp, thread, flange, welding, etc. A pressure grouting hole is provided at the cavity wall of the frontmost spiral drill rod (e.g. 1-2 sections of drill rod) or at the frontmost drill bit. The pressure grouting hole is blocked before drilling and opened when pressure is encountered during pressure grouting.
[0017] In the utility model, the grouting body is formed by cement slurry, double liquid slurry, cement mortar or fine stone concrete.
[0018] As an option, the soil-removing type large-cavity spiral drill rod in the utility model can be retained in the soil layer over the entire hole depth range, or can be partially retained in the soil layer in the borehole, and the drilling part on the outside where the spiral drill rod is not retained can be grouting treated.
[0019] Optionally, the grouting body may be pressure grouted only once to form the grouting body inside and outside the auger rod at one time, or may be grouted once in the large cavity and then pressure grouted or split grouted twice to form the grouting body.
[0020] As an option, the soil-discharging type anchor rod / pile with a large-cavity spiral drill rod and a reinforcement body inserted thereafter may be provided with or without an anchor head anchor according to actual needs.
[0021] Optionally, the soil-draining type retaining large-cavity spiral drill rod and then inserting the reinforcement body anchor rod / pile can be used for leak plugging. During the leak plugging construction, double-liquid grouting is preferably used for grouting.
[0022] Optionally, the soil-discharging type anchor rod / pile with a large-cavity spiral drill rod and a reinforcement body inserted thereafter can be used as an anchor rod, a pull-out anchor rod, a pull-out pile, a load-bearing pile, or a supporting pile.
[0023] The construction method of constructing the earth-draining type anchor rod / pile with a large cavity spiral drill rod and a reinforcement body inserted thereafter of the utility model comprises the following steps:
[0024] Step 1: The anchor drilling rig is laid out and put into place, and the large-cavity spiral drill rod is connected and installed one by one to drill into a hole. After the hole is in place, the large-cavity spiral drill rod is left in the soil;
[0025] Step 2: implanting a steel strand bundle, a single or multiple prestressed threaded steel bar bundles and a grouting pipe into the cavity tube;
[0026] Step 3: The outer port of the large cavity auger is sealed, and then pressure grouting is performed into the cavity tube until the slurry continuously flows out from the outer side of the large cavity auger at the orifice, forming a grouting body with the soil-draining large cavity auger as the framework and the cavity tube filled with slurry inside and outside;
[0027] Step 4: Grouting of anchor / pile holes;
[0028] Step 5: After the grouting body reaches the design strength, anchor the reinforcement body in the foundation, crown beam, waist beam or install anchor head and anchor and tension and lock it.
[0029] Compared with the anchor rod in the prior art, the technical solution and preferred implementation of the utility model have the following characteristics and beneficial effects:
[0030] 1. The auger rod used in the utility model is a soil-discharging large-cavity auger rod. After the operation, the large-cavity auger rod is left in the borehole to become the structural skeleton of the anchor rod / pile, thereby improving the structural strength of the anchor rod / pile. In addition to accommodating internal tendons and other components, the large cavity formed by the auger rod cavity tube is also filled with grouting materials. At the same time, the drilling part and the end of the cavity tube are also densely filled with grouting materials through pressure grouting, which greatly increases the side friction and end resistance of the anchor rod / pile, ensures the feasibility of the anchor rod / pile, and effectively guarantees the bearing capacity of the anchor rod / pile.
[0031] 2. The anchor rod / pile and construction method of the utility model can be effectively implemented in quicksand layers, sand and gravel layers with moving water, and sand and gravel layers with pressurized water, and the bearing capacity of the anchor rod / pile can be ensured. It is particularly suitable for anchor rods that need to pass through water-stop curtains or ground-connected walls in the above strata.
[0032] 3. The earth-draining large-cavity spiral drill rod used in the utility model can directly form a rod body (pile body) skeleton after drilling when performing anti-floating, leak plugging, reinforcement, deviation correction, downward layer addition and support operations in floors or underground spaces with space restrictions. There is no need to connect steel pipes or steel cages multiple times due to height restrictions, which greatly simplifies the construction process and effectively improves construction efficiency. It can reliably form load-bearing piles, anti-floating anchor rods / piles and support piles with bearing capacity that meets the requirements.
[0033] 4. The anchor rod / pile and construction method of the utility model can adopt double-liquid grouting and can be effectively applied to leak-proof projects such as foundation pits, basement exterior walls, and bottom plates.
[0034] 5. Since the anchor rod / pile of the utility model adopts the soil discharge process, the construction can use the conventional spiral anchor drilling rig and the casing follow-up anchor drilling rig according to the formation conditions. It does not need to use special equipment for construction, and is easy to use.
[0035] 6. The large-cavity spiral drill rod of the utility model is a disposable prefabricated component and is easy to operate.
[0036] 7. The earth-draining large-cavity spiral drill rod rear-inserted reinforcement body anchor rod / pile of the utility model does not need to recover the drill rod after drilling, and can form a grouting body directly after pressure grouting, which has high construction efficiency and obvious construction period advantages. BRIEF DESCRIPTION OF THE DRAWINGS
[0037] The accompanying drawings are intended to provide a further understanding of the present invention and constitute a part of the specification. Together with the following specific embodiments, they are used to explain the present invention but do not constitute a limitation to the present invention. In the accompanying drawings:
[0038] Figure 1 This is a cross-sectional diagram of an anchor rod / pile with a large cavity spiral drill rod inserted after soil removal;
[0039] Figure 2a and Figure 2b It is a schematic diagram of two application scenarios of soil-draining full-hole deep retention of large-cavity spiral drill rod and rear-insertion of reinforcement body anchor rod;
[0040] Figure 3 This is a schematic diagram of a soil-discharging type anchor rod with a large cavity spiral drill rod and a reinforcement body inserted thereafter;
[0041] Figure 4a and Figure 4b They are schematic diagrams of two implementation methods of the utility model of soil-discharging type retaining large cavity spiral drill rod and then inserting reinforcement body anchor rod / pile, wherein: Figure 4a The middle reinforcement body 2 is a steel strand bundle or a threaded steel bar. Figure 4b The middle reinforcement body 2 is a reinforcement cage;
[0042] Figure 5a It is a schematic diagram of a soil-removing large-cavity spiral drill rod according to a typical embodiment of the utility model;
[0043] Figure 5b yes Figure 5a A cross-sectional view of a large cavity earth displacement auger rod is shown.
[0044] Explanation of the accompanying reference numerals: 1. Large cavity spiral drill rod; 2. tendon body; 3. grouting body; 4. drill bit; 5. cavity tube; 6. spiral blade; 7. large cavity; 8. pressure grouting hole; 9. positioning bracket; 10. grouting pipe; 11. anchor head and anchor. DETAILED DESCRIPTION
[0045] In order to make the purpose, technical solution and advantages of the embodiments of the utility model clearer, the technical solution of the embodiments of the utility model will be clearly and completely described below in conjunction with the accompanying drawings. Obviously, the described embodiments are part of the embodiments of the utility model, not all of the embodiments. Based on the described embodiments of the utility model, all other embodiments obtained by those skilled in the art without creative work also fall within the scope of protection of the utility model.
[0046] Unless otherwise defined, all terms (including technical and scientific terms) used herein have the same meaning as commonly understood by those skilled in the art to which the subject matter of the present invention belongs. It will be further understood that terms such as those defined in commonly used dictionaries should be interpreted as having a meaning consistent with their meanings in the context of the specification and the relevant art, and will not be interpreted in an idealized or overly formal form unless otherwise explicitly defined herein.
[0047] Reference Figure 1-Figure 4bThe soil-discharging type large-cavity spiral drill rod with a rear-inserted reinforcement body anchor rod / pile in the embodiment includes components: a large-cavity spiral drill rod 1 composed of a cavity tube 5 and a spiral blade 6, a reinforcement body 2, a grouting body 3 and other auxiliary components.
[0048] The anchor drill is laid out in place, and the soil-discharging large-cavity spiral drill rod 1 is installed section by section to drill a hole. After the hole is in place, the soil-discharging large-cavity spiral drill rod 1 is left in the foundation pit, slope or foundation soil; a tendon 2 with a positioning bracket 9 and a grouting pipe 10 is implanted in the retained soil-discharging large-cavity spiral drill rod 1; the outer port of the soil-discharging large-cavity spiral drill rod 1 is sealed, and the grouting pipe 10 is used to perform pressure grouting in the cavity pipe 5 to inject cement slurry or double liquid slurry; during grouting, the large cavity 7 is filled with slurry At the same time as the liquid is injected, the borehole outside the soil-discharging large-cavity auger rod 1 is also filled with slurry under the action of grouting pressure through the pressure grouting hole 8 set in the front large-cavity auger rod 1 or the drill bit 4; the grouting is completed after the slurry continuously flows out from the outside of the auger rod at the hole mouth, forming a grouting body 3 with the soil-discharging large-cavity auger rod 1 as the skeleton and slurry inside and outside; after the grouting body 3 reaches the designed strength, the tendon 2 is anchored in the foundation, crown beam, waist beam, or the anchor head anchor 11 is installed and tensioned and locked.
[0049] Referring to Figure 2, according to the geological conditions, groundwater conditions and functional requirements, a large-cavity auger rod 1 is retained in the full depth of the hole after the soil-draining type is retained and the reinforcement anchor rod / pile is inserted, that is, a large-cavity auger rod 1 is set from the borehole mouth to the bottom of the hole.
[0050] Reference Figure 3 According to the design requirements, after the soil-draining large-cavity spiral drill rod is retained, the reinforcement anchor rod / pile does not need to be retained in the full hole depth range, that is, the large-cavity spiral drill rod 1 is set within a certain depth range from the bottom of the borehole to the hole mouth.
[0051] Reference Figure 4a and Figure 4b According to the design requirements, the soil-draining type anchor rod / pile with a large cavity spiral drill rod and a reinforcement body can be used as an anti-pullout anchor rod, anti-pullout pile, load-bearing pile, and supporting pile. Figure 4a In the figure, the reinforcement body 2 is a single bundle or multiple bundles of steel strands or a single or multiple prestressed threaded steel bars with a positioning bracket 9 and a grouting pipe 10, which can be anchored in the foundation or the crown beam. Figure 4b In the embodiment, the reinforcement body 2 is a reinforcement cage which can be anchored in the foundation or the crown beam.
[0052] Figure 5a and 5bIn the embodiment, the center of the large cavity spiral drill rod 1 is a cavity tube 5, and the inside is a large cavity 7. The diameter of the cavity must meet the implantation requirements, bonding requirements and grouting requirements of the tendon 2, and the inner diameter of the cavity tube 5 is ≥2.4cm; the material of the large cavity spiral drill rod 1 is a steel drill rod, an alloy drill rod, or a prefabricated reinforced concrete drill rod; the width of the spiral blade 6 arranged on the large cavity spiral drill rod 1 is ≥2cm; the front end 1-2 sections of the drill rod or the drill bit 4 of the large cavity spiral drill rod 1 are provided with a pressure grouting hole 8, which is blocked before drilling and opened when pressure is encountered during pressure grouting.
[0053] The second aspect of the utility model also relates to an implementation method for constructing an anchor rod / pile with a large cavity spiral drill rod inserted after soil removal, which comprises the following steps:
[0054] 1) The anchor drilling rig is laid out and put into place, and the large-cavity spiral drill rod 1 is connected and installed one by one to drill into a hole. After the hole is in place, the large-cavity spiral drill rod 1 is left in the soil;
[0055] 2) implanting a steel strand bundle, a single or multiple prestressed threaded steel bar bundles and a grouting pipe into the retained soil-draining large-cavity spiral drill rod 1;
[0056] 3) The outer port of the large cavity auger drill rod is sealed, and then pressure grouting is performed into the cavity tube 5 until the slurry continuously flows out from the outer side of the large cavity auger drill rod 1 at the orifice, thereby forming a grouting body 3 with the soil-discharging large cavity auger drill rod 1 as the framework and the cavity tube 5 filled with slurry inside and outside;
[0057] 4) Grouting of anchor / pile holes;
[0058] 5) After the grouting body 3 reaches the design strength, the reinforcement body 2 is anchored in the foundation, crown beam, or waist beam, or the anchor head anchor 11 is installed and tensioned and locked.
[0059] The above embodiments are not exhaustive of specific implementation methods, and there may be other embodiments. The purpose of the above embodiments is to illustrate the utility model, and the protection scope of the utility model is not limited thereto. Therefore, all equivalent changes made according to the structure, shape, and principle of the utility model should be included in the protection scope of the utility model.
Claims
1. Earth-discharging type retaining large cavity spiral drill rod and then inserting reinforcement body anchor rod / pile, which is characterized by include: A multi-section large-cavity spiral drill rod retained in the formation, comprising a cavity tube (5) and spiral blades (6) arranged on the outer wall of the cavity tube; A tendon (2), which is arranged inside the hollow tube (5); The grouting body (3) fills all the cavities inside and outside the large cavity spiral drill rod in the anchor / pile borehole.
2. The post-insertion anchor rod / pile according to claim 1, characterized in that: The large cavity spiral drill rod is a steel drill rod, an alloy drill rod, a prefabricated reinforced concrete drill rod, a carbon fiber drill rod or a polymer material drill rod.
3. The post-insertion anchor rod / pile according to claim 1, characterized in that: The diameter of the drill hole is 10 to 120 cm, the inner diameter of the hollow tube (5) is 2.4 to 25 cm, and the width of the spiral blade (6) is 2 to 50 cm.
4. The post-insertion anchor rod / pile according to claim 1, characterized in that: A grouting pipe (10) is also provided in the cavity tube (5).
5. The post-insertion anchor rod / pile according to claim 4, characterized in that: The tendon (2) is a steel strand bundle or a steel cage; the tendon (2) is a single tendon or a plurality of tendons, and the grouting pipe (10) is located at the center or one side of the steel strand bundle or the steel cage.
6. The post-insertion anchor rod / pile according to claim 5, characterized in that: The steel strand bundle is replaced by a single or multiple prestressed threaded steel bar bundles.
7. The post-insertion reinforcement anchor rod / pile according to claim 1, characterized in that: The tendon (2) has a free section of a certain length to facilitate tensioning and locking.
8. The post-insertion reinforcement anchor rod / pile according to claim 1, characterized in that: It also includes a pressure grouting hole (8) which is arranged at the cavity tube (5) or the drill bit (4) at the front end of the large cavity spiral drill rod. The pressure grouting hole (8) is blocked before drilling and is opened when pressure is encountered during pressure grouting.