Specially-shaped expanding anchoring body

Abstract

The utility model discloses a special-shaped expanding anchoring body. The anchoring body of an anchor rod cable is in a full-length expanding mode or comprises an upper section and an expanding section. When the anchoring body is expanded in the full length, the anchoring body comprises an inner-layer structure and an outer-layer structure, and when the anchoring body comprises an upper section and an expanding section, the expanding section still comprises the inner-layer structure and the outer-layer structure; the inner layer structure comprises an inner core consolidation body and reinforcing bars, and the reinforcing bars are wrapped in the inner core consolidation body in the transverse direction; the reinforcing bars comprise anchor bars; the outer-layer structure is an outer-layer consolidation body without reinforcing bars, or the diameter of the outer-layer consolidation body is larger than that of the upper section at the same time; the strength of the inner core consolidation body is higher than that of the outer layer consolidation body; the consolidation agent conveying pipeline and the discharge outlet for forming the outer layer consolidation body through pouring and the consolidation agent conveying pipeline and the discharge outlet for forming the inner core consolidation body through pouring are respectively arranged on different machines and tools; and the inner core consolidation body and the outer layer consolidation body are directly bonded, or the expanded section is provided with a corrugated pipe along the longitudinal direction, and the outer layer consolidation body is meshed with the inner core consolidation body through the corrugated pipe.

Description

Technical Field

[0001] The utility model relates to the field of geotechnical engineering anchoring, such as temporary foundation pit support, permanent slope support, and anti-floating anchor rods and cables in various industries such as building construction, roads, bridges, railways, metallurgy, ports and shipping, water conservancy and hydropower, civil air defense, underground engineering, national defense, aerospace, and mining, and mainly relates to the application of expanded diameter anchor rods and cables in the anti-floating field. Background Art

[0002] Since the essence of geotechnical engineering is to carry out structural transformation of the original strata, the construction object is the underground rock and soil body, which is hidden and cannot be directly visible. It is not a building material directly visible on the ground, such as steel bars, sandstone, cement, bricks, tiles, concrete, etc. The difference in the construction process of rotary jet anchor cable leads to completely different forming states, consolidation strength, and anti-degradation and anti-corrosion capabilities of the cement soil consolidation body in the borehole, which in turn affects the bearing capacity of the anchor cable and its anti-deformation ability throughout its life cycle. Therefore, the industry should pay attention to the need to make detailed designs for the pouring construction process in the design content of geotechnical engineering, otherwise it is impossible to avoid a significant deviation between the engineering characteristics of the products in the borehole and the design goals. This is the fundamental difference between geotechnical engineering and ground engineering.

[0003] With the support of some new industry norms and the promotion of bladder anchor cables and unbonded recyclable anchor cables, full-length bonded / partially bonded straight-rod rotary grouting anchor cables or straight-rod rotary grouting expanded-diameter anchor cables (or rotary grouting enlarged-head anchor cables, including tension-type, pressure-type, and tension-compression composite types in which reinforcement is first planted and then rotary grouting or rotary grouting is first planted and then grouting) have also been widely used in the past two years. However, the designed bearing capacity is always very low (there is basically no improvement compared with traditional grouting anchor cables), and the deformation of the anchor cables after loading is always very large (resulting in a large deformation of the supporting structure), which makes the designed length of the anchor cables very long and the number very large, which cannot reduce the project cost and achieve the goal of green and low-carbon construction. Compared with the original grouting, The reason is that we have been using the backward cylindrical and friction anchor cable design and construction system copied from the West. In fact, the side friction provided by the friction anchor cable (tension type, pressure type, tension and compression composite type) is unstable, unreliable, very discrete, and even vague (the side friction coefficient that can be used safely and securely is very low, which is determined by the selection of the anchor structure itself), and it wastes materials (the jet grouting anchor can be designed to be spiral to increase the pull-out resistance, but it was not adopted in the design). It is a thankless task, which requires the study of new methods to provide substantial and reliable enhancement. In addition, there are other problems with the traditional straight-rod jet grouting expansion-diameter anchor cable or straight-rod jet grouting anchor cable and capsule anchor cable:

[0004] As Professor Cheng Liangkui said, as a traditional foundation pit support method, the self-contained rotary grouting structure (attached Fig.12 As shown in the figure) (including rotary jet anchor cable / rotary jet enlarged head anchor cable), because only one advance uniform cutting can be implemented during the forward process of the nozzle to achieve a full circular cross-section, and it is impossible to achieve jet shielding during the backward rotary jet and reciprocating forward and backward rotary jet (i.e., complex jet) process, so in the end it can barely achieve attachment Fig. 22 The fan-shaped low-strength consolidation body shown, but it is impossible to achieve attachment Figure 8 The design shown expects a homogeneous, circular-section high-strength consolidated body with sufficient protective layer thickness, sufficient self-waterproofing thickness, and sufficient anchoring layer thickness (in fact, the rotary jet grouting method cannot form a high-strength consolidated body at all). If the post-injection or membrane bag injection method is not adopted, but only the soil is cut by rotary jet jet to form holes, expand holes and stir, the strength of the rotary jet consolidation body formed will be very low (because the high-pressure rotary jet pipeline can only transport thin slurry but not thick slurry / cement mortar, and the product of mixing with soil is cement soil slurry, which is usually stirred in sand layers, silt, silty clay and clay layers to form a consolidation body with a strength of about 1 MPa and a maximum of no more than 4 MPa. Even the rotary jet consolidation body strength in sand and gravel layers is difficult to exceed 10 MPa, which is far from the consolidation body strength of 30 MPa used in conventional anchor cable design), at least it is not compatible with the high tensile strength of the anchor bar, which may not affect the short-term bearing capacity of the pressure-type anchor cable (just design a few more meters of anchoring section), but it will inevitably cause problems such as the material of the anchor cable's consolidation body itself being prone to creep and deterioration, and the anchor bar being prone to rust. Moreover, foundation pit anchor cables are usually not in permanent service, which is not a problem; however, if rotary jet anchor cables are used for permanent slope support and anti-floating structures, it will be a problem.

[0005] At present, in some areas, especially those with sand layers and gravel layers, it is necessary to pull out the casing in time and then inject cement slurry, which leads to serious deposition of fine sand in the drilled hole and cannot be blown out by compressed air, or the more the anchor hole is blown and washed, the more severe the collapse is, and even quicksand and pipe bursts are generated, which not only endanger the safety of the foundation pit and the surrounding environment, but also cause the grouting to be unable to wrap the anchor bars, and the bag is squeezed by the sediment and cannot expand. Therefore, the method of planting bars first and then jetting is popular in these areas: drilling holes with casing → lowering anchor bars / anchor bar cages → inserting jetting drill rods (jetting drill rods can also be pre-buried while planting bars) → jetting grouting. This parallel arrangement structure of anchor bars and sprayers (side pipe type / core pipe type) actually has great invisible hazards, which makes the jet unable to form a consolidation body behind the anchor bars (see attached). Fig. 9 , Attachment Fig.10 , Attachment Fig.11 The pea-shaped, mushroom-shaped, and petal-shaped consolidation bodies shown in the figure can be formed even if a thin layer of slurry is formed due to the viscous effect after the jet is blocked or due to the splashing of the jet on the pebbles (see Appendix Fig. 9 , Attachment Fig.10 , Attachment Fig.11 As shown), it is impossible to follow the attachment that everyone imagines Figure 8 Even if a certain bearing capacity is temporarily obtained by increasing the bonding length of the anchoring section and passing the test, the long-term bearing capacity and long-term deformation resistance of the jet-sprayed anchor cable cannot be guaranteed.

[0006] In actual production, there is also a method of first jetting before anchoring or jetting to expand the diameter and then anchoring and then pouring high-grade cement slurry through the grouting pipe. The design concept of these methods is unclear, and the construction operation is uncontrollable. It is impossible to separate the two consolidation bodies in time and space like the capsule anchor cable. In the end, an inexplicable and irregular mixture is formed (for example, attached Fig.18 As shown in the figure, it still cannot become the M30 consolidation body required by the design drawings, and it still cannot guarantee the bonding strength between the anchor bar and the consolidation body (the post-pouring process is inefficient or even ineffective at this point), and the actual product is seriously out of touch with the design.

[0007] The applicant's previous application "Jet zero-shield central jet grouting drill rod and self-carrying anchor cable step-by-step construction method" (application number 2023111366932) described the nozzle advance setting and the corresponding improved drilling, hole expansion, and pouring construction process, which can achieve the design envisioned as shown in the attached Figure 8 The uniformly wrapped anchor bars, homogeneous and sufficiently thick protective layer and strong jet-jet consolidation body shown in the figure are sufficient. However, the integrated construction process of drilling and jetting cannot be applied in sandy gravel and sandy mudstone formations, and the traditional jet-jet self-carrying structure cannot be applied to the process of pre-forming holes and then vertically implanting anchor cables in the sandy gravel and sandy mudstone formations by jet-jet self-carrying (see Appendix Fig.25 As shown in the figure, the anchor bar and the inner bearing plate (also known as the anchor plate / thrust plate / reaction plate) will fall down and detach from the jet grouting drill rod, making it impossible to implement advanced jet grouting). The structure for setting the advance degree and the construction method are still not applicable to anti-floating anchors that can only be set vertically. Even if it can be applied to fine-grained soil layers, there are still problems with cross-section forming. At the same time, for gravel layers and broken rock layers, due to severe collapse, even if the expansion power is strong, even if the expansion of the umbrella cage is mainly at the rear of the expansion section, when there are a lot of sunken stones, it will still hinder the expansion of the umbrella cage to a certain extent. When the pre-expansion and post-planting umbrella-shaped expansion head technology is applied, especially when the large-diameter umbrella cage is used, the degree of re-expansion will still be not ideal.

[0008] In addition to the above methods, it is also a good solution to implant precast concrete components before the outer layer of consolidation is solidified after rotary grouting and expansion. However, not to mention that the pull-out resistance and length of anchor cable projects are difficult to fix, the construction method of implanting precast concrete components is actually not friendly. It is also difficult to implant in sandy gravel and broken rock formations. Moreover, pile foundations can be implanted by driving or vibration, but precast concrete anchor cables are difficult to implant by driving or vibration.

[0009] In fact, there is also a bladder-type enlarged head that can solve the problems of incomplete anchor body forming and low strength of the jet-sprayed anchor cable. However, the bladder-type enlarged head anchor cable itself also has two problems, which must be solved by new means:

[0010] First, the bag material is a non-hydrophilic material (polyester fabric), which causes the consolidation body and the bag skin to "separate from the shell", that is, the consolidators inside and outside the bag cannot be bonded together due to the material properties of the bag skin, resulting in the inability to transmit frictional resistance to each other; when the anchor tension is transmitted directly to the consolidation body inside the bag or transmitted to the consolidation body inside the bag through the inner bearing plate, the consolidation body inside the bag cannot be transmitted to the consolidation body outside the bag on the side, and conversely, the consolidation body outside the bag cannot transmit the formation frictional resistance to the consolidation body inside the bag. According to the working principle of the bag anchor cable, the consolidation bodies inside and outside the bag receive pressure transmitted by the inner bearing plate and the consolidation body / rock body outside the bag at the rear, which will produce radial expansion, but at the same time, it will also be accompanied by longitudinal expansion including at the bag skin (attached Fig.13 As shown in the figure, a weak structural surface is formed along the bladder skin) and tensile cracks are generated, which further causes the lateral friction resistance of the bladder-type enlarged head to fail. As a type of straight rod-type expanded diameter anchor cable that theoretically requires the participation of lateral friction resistance, the failure of lateral friction resistance is undoubtedly its fatal flaw, and this makes it impossible for the consolidation body in the bladder of the pressure-bearing bladder anchor cable to bear high loads at the front end (near the inner bearing plate), so the load is concentrated to the rear end of the bladder and the rear end of the consolidation body behind the bladder, and no extended reinforcement is set in the bladder, which makes it easy for longitudinal cracks to occur in the bladder and the consolidation body behind the bladder, and tensile cracks between the anchor bar and the consolidation body of the enlarged head are easy to occur at the rear end of the bladder and the rear end of the consolidation body behind the bladder.

[0011] Secondly, if the anchor bars / anchor cages are implanted after pre-drilling the bare hole, there is a risk that the anchor bars / anchor cages will be blocked by collapsed objects on the hole wall, sediments in the lower part of the hole, mud skin and mud balls on the hole wall, or necking of the hole, which often makes it difficult to implant or fails to put them in place. In addition, the wire rings (isolation brackets, sub-carriers, etc.) scrape the hole wall soil, causing the anchor bars to be contacted / wrapped by mud skin and mud balls, and unable to be wrapped and protected by the grouting consolidation body. In this case, it is even more unrealistic to expect the expansion of the bag to play a pull-out role.

[0012] If the anchor cable is implanted from the casing after pre-drilling, the only way is to pull out the tube first and then grout, which will lead to serious hole collapse. It is common that the anchor bar is contacted / wrapped by mud / sand / collapsed materials instead of being wrapped and protected by the grouting consolidation body, or the bag is surrounded, blocked, and restricted by mud / sand / collapsed materials and cannot expand (or the upper part expands but the lower part cannot expand).

[0013] In summary, in the field of anti-floating anchoring, especially in permeable geological areas with sand and gravel layers and sand and mudstone layers as anchor cable carriers, either the self-contained rotary jet anchor cable cannot be implemented, or the construction procedure is modified, that is, first drill a guide hole (with or without a casing), then put in the anchor bar / anchor bar cage, and then lower the rotary jet drill rod at the same time or afterwards, and then rotary jet grouting to form an anchor body. This not only makes the strength of the core consolidation body formed very low, but also because the anchor bar blocks the rotary jet flow, the anchor bar cannot be fully and sufficiently wrapped by the slurry, and the consolidation body cannot be formed as the designer expected, and thus cannot withstand corrosion and anchor load for a long time, which has a potential great durability risk (such as the attached Figure 5 , Attachment Figure 6 , Attachment Figure 7 Therefore, when implementing anti-floating anchors in permeable strata (usually coarse-grained strata, fully to strongly weathered rock strata), it is still necessary to find a structure and method that is suitable for pre-drilling and implanted (i.e. non-self-contained) anchor cables and can solve the problems of jet-jet consolidation body forming and strength.

[0014] Furthermore, in the field of foundation pit support and slope support, if the cost-effective self-contained membrane bag umbrella-shaped enlarged head technology of rotary grouting is not adopted, if the long friction-type enlarged head is still used (for example, the straight rod enlarged head of the rotary grouting expansion anchor cable has an anchor section diameter of 300 mm and a length of 10 meters, and a free section diameter of 180 mm and a length of 6 meters), then due to the above-mentioned molding and strength problems, its anchoring force is still very low and the deformation is still large. Even if some fancy digital advances are made, its foundation is still unstable and it is bound to be undermined by the challenges of anchoring deep and large foundation pits and sustainable projects. It is far from energy-saving and low-carbon, and there is still a great need to study and improve its anchor structure and construction technology.

[0015] At the same time, whether the traditional rotary jet grouting process uses a single nozzle or multiple nozzles, the consolidated body produced is cylindrical. The friction resistance generated on its surface contributes very limitedly to the formation of the pull-out resistance of the anchor body, and it cannot provide stability and reliability of the anchoring. If the enlarged head is designed to be end-bearing, then no matter there is a bag or not, as long as there is no umbrella cage involved, the tensile and compressive stiffness of the enlarged head consolidated body will be far from enough (falling into the fatal defect mentioned by Professor Cheng Liangkui). Therefore, if the cost-effective membrane bag umbrella-shaped enlarged head technology is not used (not to mention that the self-contained umbrella-shaped enlarged head technology of rotary jet grouting and the pre-expansion and post-planting umbrella-shaped enlarged head technology still have limitations when applied to gravel layers, broken rock masses and vertical anchor holes!), then the traditional rotary jet grouting enlarged head anchor cable also needs to consider improvements in other aspects to find a breakthrough direction that can enhance various anchoring properties, especially durability and permanent anti-deformation properties. Summary of the invention

[0016] The utility model is based on the technical improvement of the traditional straight-rod rotary grouting expansion anchor cable without capsule and expansion reinforcement or the straight-rod rotary grouting expansion anchor cable, and the technical improvement of the traditional capsule rotary grouting expansion anchor cable. It simultaneously strengthens the anchoring of the inner core consolidation body in the outer layer consolidation body and the anchoring of the outer layer consolidation body in the surrounding rock soil. It adopts a complete set and series of special diameter expansion new structures and new construction methods to overcome the various disadvantages of the traditional rotary grouting anchor cable and rotary grouting expansion anchor cable technology described in the background technology, including the problems of consolidation body molding defects and insufficient consolidation body strength, including the problem of anchor failure caused by insufficient consolidation body strength. The problem of insufficient bonding strength and low bonding reliability between the reinforcement and the consolidation body, including the "shell separation" phenomenon of the consolidation bodies inside and outside the bag, the longitudinal tensile stress cracks after longitudinal compression, the inability to transmit lateral friction resistance, so that the force of the consolidation body in the bag is more concentrated to the rear end (but this type of reinforcement-free enlarged head structure cannot bear high loads), including the problem of small lateral resistance coefficient of straight rod friction-type enlarged body anchor cable, low anchor bearing capacity, and large deformation, including all the problems mentioned in the background technology that the existing umbrella-shaped enlarged head technology is limited in the degree of umbrella cage re-expansion when it is applied to gravel formations and broken rock formations. The technical solution of this utility model is as follows:

[0017] The anchor body of the anchor cable is either expanded in diameter over the entire length, or includes an upper section and an expanded section; and when the anchor section is expanded in diameter over the entire length, the anchor body includes an inner and outer layer structure; when the anchor body includes an upper section and an expanded section, the expanded section still includes an inner and outer layer structure; wherein, the inner layer structure includes an inner core consolidation body and reinforcement, and the inner core consolidation body wraps the reinforcement in the transverse direction; anchor cable is the abbreviation of all types of anchor rods and cables, and the expanded section is also called an expanded body section or an enlarged head. Special anchor bodies are anchor bodies with outer consolidation bodies (i.e., expanded bodies) of longitudinally variable diameter, and / or inner core consolidation bodies of double-drilled expanded heads or double-casted corrugated heads. Double-drilled means that the inner core is formed after two drilling and expansion, and double-casting means that the inner core is formed after two pouring. The previous anchor bodies were designed to have a constant diameter of the expanded body (i.e., outer consolidation body) (e.g., jet-cast anchor cables), or the inner core is a single-drilled pressure-expanded expanded head (e.g., a capsule anchor cable that has not undergone double drilling), or a double-cast conventional anchor head (e.g., a pressure-type jet-cast anchor cable that has been poured twice). The entire length of the expanded diameter section means that the entire length of the anchor is an expanded diameter section, without a non-expanded diameter section (i.e., the upper section). As with the applicant's previous application for the umbrella-shaped expanded head series, unless otherwise specified, the direction of the drill bit drilling into the formation is the front and the inside, and the direction of the mouth of the anchor hole is the back and the outside; the direction close to the axis of the anchor cable is the inside, and the direction away from the axis of the anchor cable is the outside. The inner core may have an enlarged head (i.e., the inner core includes an enlarged diameter section and a non-enlarged diameter section in total), or may not have an enlarged head (i.e., the inner core has the same diameter throughout its length); the upper section of the utility model is similar to the non-anchoring section of a traditional anchor cable. The anchor hole is the hole in the rock mass where the anchor cable is located, which is the general term for the guide hole A and enlarged hole C drilled for the first time, and the guide hole B and enlarged hole D drilled for the second time.

[0018] The diameter expansion section in the present application refers to a section whose diameter is larger than that of the non-diameter expansion section, and the diameter expansion section has a two-layer structure of an inner core and an outer layer; however, the non-diameter expansion section (i.e., the upper section, or the non-hole expansion section, etc.) can correspond to a two-layer structure of an inner core and an outer layer (e.g., the attached Figure 3 As shown), it can also have only a single-layer consolidation structure (single layer refers to the inner core or outer layer, where only the outer layer consolidation structure is used, for example, the anchor bar is wrapped with a PE sleeve and isolated from the mortar consolidation body, for example, attached Fig.14 As shown; only the inner layer of the consolidation body is attached Figure 5As shown;), there may also be no consolidation structure (such as the free section of the tension / pressure anchor cable). The inner core structure and the outer layer structure of the non-expanded section, and the outer layer structure and the rock and soil body, may be fully bonded, partially bonded, or not bonded. The inner core consolidation body is formed by drilling a second hole or drilling and expanding the hole on the basis of the outer layer consolidation body having been consolidated, and then the second consolidation body (or the consolidation body outside the membrane bag, the consolidation body inside the membrane bag) is formed by the second pouring (or pouring outside the membrane bag, pouring inside the membrane bag); or the inner core consolidation body has been prefabricated in advance, implanted after the second drilling or expansion, and then the second pouring is formed to form a gap consolidation body to bond the outer layer consolidation body and the inner core consolidation body. The reinforcement includes anchor bars or expanded reinforcement, including but not limited to umbrella cage bars (i.e. umbrella-shaped folding rod groups or longitudinal columns, see the applicant's series of applications on umbrella-shaped expanded head anchoring technology) and anchor bars, or load conversion devices and anchor bars, or load conversion devices, inner load-bearing plates / pushing plates and anchor bars, etc. The inner core consolidation body wraps the reinforcement inside, and the two can be in a bonding relationship, or in a non-bonded or partially bonded relationship. The anchor bars of the upper section and the consolidation body of the upper section can be bonded, or non-bonded, or partially bonded.

[0019] The reinforcement includes anchor bars; wherein the outer layer structure is an outer layer consolidation body without reinforcement, and the diameter of the outer layer consolidation body is larger than the diameter of the upper section; and the strength of the inner core consolidation body is higher than that of the outer layer consolidation body; the shape of the outer layer consolidation body must be an enlarged head or a full-length enlarged diameter, but the shape of the inner core consolidation body is not necessarily an enlarged head, a corrugated head or a straight rod without a reducer; the enlarged head is the enlarged diameter part of the consolidation body, also known as the enlarged diameter section or the enlarged body section, which means that the front part of the anchor cable has a larger diameter than the rear part (for example, the diameter of the Fig.14 The outer structure is an enlarged head consolidation body without anchor bars or extended reinforcement formed during or after the first drilling (expansion) of the hole, such as a slurry (i.e. pure cement slurry) consolidation body, or an early-strength cement mortar consolidation body, or a fiber-reinforced consolidation body such as a carbon fiber-reinforced cement slurry consolidation body, or a cement-soil consolidation body formed by rotary jet cutting, cutting, and stirring rock and soil, or a spherical consolidation body formed by high-pressure grouting in a broken rock layer (such as an attached Figure 5 As shown in the figure), and so on. No reinforcement means that there are no anchor bars, cage bars, variable-diameter steel cages, wire mesh cages, etc. in the outer consolidation body; however, uniformly distributed reinforcing fibers (such as polyvinyl alcohol fibers) are allowed to exist in the outer consolidation body. These reinforcing fibers are originally distributed in the pouring material and poured into the anchor hole together with the pouring material. No special implantation procedure is required, while reinforcement requires a special implantation procedure (such as delivery through an anchoring tool). This is the difference between the two. Appendix Figure 1 To Attachment Figure 7The reinforcement shown all passes through the outer structure, rather than being force-bearing bars configured for the outer structure. Only those with a direct bonding relationship can be called reinforcement. The diameters described in this application all refer to the transverse diameter, and the transverse direction is the direction perpendicular to the central axis (i.e., the longitudinal axis, also called the axis) of the anchor hole and the anchor cable. The outer shape of the outer layer consolidation body and the inner core consolidation body includes but is not limited to spiral, corrugated, conical, conical, truncated cone, spherical, stepped or inverted stepped shapes, etc. When fiber materials (such as steel fibers, cotton fibers, bamboo / wood fibers) are added to the outer layer consolidation body for reinforcement, it cannot be called reinforcement because the fiber materials are dispersed and cannot form continuous structural bars or force-bearing bars. Although they can enhance the strength of concrete, they cannot play a skeleton role in the concrete structure.

[0020] The high strength of the inner core consolidation body is relative to the outer consolidation body. The strength of the outer consolidation body constructed by rotary jet jet is usually less than 1 MPa to 4 MPa, and it is difficult to exceed 10 MPa. The strength of the inner core consolidation body is usually 25 to 40 MPa. The formation of high-strength or low-strength consolidation body depends on the pouring process, the composition and proportion of the consolidating agent. The consolidating agent includes cement slurry (i.e. pure cement slurry), paste slurry, non-shrinkage grouting material, micro-expansion cement mortar, fiber-reinforced concrete, underwater non-dispersible concrete, etc. The pouring process includes pumped concrete, rotary jet, etc.

[0021] The outer consolidation body is formed by the first pouring in the anchor hole; the inner core consolidation body may include prefabricated components, or may be formed by the second pouring in the anchor hole, or at the same time, the first-drilled guide hole A forms a wormhole consolidation body by the first pouring, or at the same time, the inner core consolidation body is formed by the second-drilled guide hole B by the second pouring; the first use of "or at the same time" here is because it is only applicable to the case where the anchor body has an upper section; when only the first pouring is carried out on the expansion hole C drilled for the first time, and the first-drilled guide hole A (upper part) is not poured. According to the definition of this application, only an inner core enlarged head consolidation body can be formed, and a wormhole consolidation body is not necessarily formed, so "or at the same time" is used for the second time here; when the second pouring is carried out without drilling the guide hole for the second time, or when the inner core consolidation body includes a prefabricated component, or when the inner core consolidation body is an enlarged head, the inner core consolidation body may not be formed by the second pouring of the guide hole B drilled for the second time, and drilling of the second guide hole does not necessarily occur when the first guide hole is drilled, so "or at the same time" is used for the third time here.

[0022] The anchor hole is the drilled hole / reaming hole for implanting the anchor cable. The guide hole A drilled for the first time, the guide hole B drilled for the second time, the reaming hole C drilled for the first time, and the reaming hole D drilled for the second time are all anchor holes. The first pouring method is, for example, high-pressure rotary jet grouting, and the second pouring method is, for example, low-pressure pouring of high-strength non-shrinkage grouting material. The methods and materials of the two pourings are not limited. For example, the second pouring can include pouring outside the membrane bag, pouring inside the membrane bag, or pouring between the prefabricated inner core consolidation body and the outer layer consolidation body (forming a gap consolidation body). The pouring can be carried out simultaneously with the drilling / reaming, or it can be carried out one after another. For example, rotary jet grouting is carried out simultaneously. In the present application, if the inner core consolidation body contains a prefabricated component, it must be implanted after the second drilling of the guide hole.

[0023] It should be emphasized here that the inner core consolidation body and the outer layer consolidation body of the utility model are poured at different times and in different steps, which determines that there is a clear and unambiguous interface (also a bonding interface) between the two, which can give the two different strengths and different divisions of labor, and the bonding and / or meshing relationship allows the two to cooperate in bearing without the barrier of the bag. This is determined by the special process of the utility model, which is the fundamental difference between the utility model and many existing technologies. Furthermore, the construction of the inner core consolidation body (the product of the second pouring) of the utility model is based on the demolition of the original wormhole consolidation body (the product of the first pouring). Both are located in the central axis of the anchor body, which is a kind of renewal and replacement relationship, but at the same time combined with the outer layer of low-strength consolidation body to jointly play a bearing role.

[0024] The expanded diameter section is usually located at the front end of the anchor hole, but the utility model does not exclude the existence of multiple expanded diameter sections arranged in a beaded shape. This application does not involve the concept of anchoring section. For the friction-type expanded diameter anchor rod, the expanded diameter section is the anchoring section; but for the end-bearing anchor rod, the definition of the anchoring section is still under discussion.

[0025] And / or, the consolidating agent delivery pipeline and discharge outlet for pouring to form the outer layer consolidation body and the consolidating agent delivery pipeline and discharge outlet for pouring to form the inner core consolidation body are respectively arranged on different machines; for example, a certain type of rotary jet expanded diameter spiral cast-in-place pile uses the inner hole of the spiral drill rod as the pipeline for conveying concrete, and the concrete discharge outlet (one-way valve plate serving as drill bit) is arranged below the spiral drill rod, and the pipeline for conveying high-pressure cement slurry is installed on the outside of the core tube of the spiral drill rod and the inside of the spiral wing, and the high-pressure cement slurry outlet is arranged on the side of the spiral drill rod, and the concrete pipeline, discharge outlet and the high-pressure cement slurry pipeline, discharge outlet are all arranged on the spiral drill rod and the drill bit, so the concrete pouring work and cement slurry injection work are carried out simultaneously, and are not and cannot be separated in space (therefore, it is impossible to inject low-strength cement slurry from the anchor hole or guide hole In other words, the pipeline and discharge port for pouring cement slurry to form the cement soil outer layer consolidation body are arranged on the same machine (auger rod and drill bit) as the pipeline and discharge port for pouring the inner core concrete; while the low-grade consolidating agent delivery pipeline and discharge port for the first pouring of the utility model are arranged on the machine (drilling tool / drilling spraying tool / pouring tool) specially engaged in the first pouring, which often requires the drill rod of the drilling rig to be pressurized into the guide hole of the rock and soil body / the first drilling, such as the rotary jet drill rod and nozzle that can withstand high pressure, such as the attached Fig.15 , Attachment Fig.16The nozzle shown, of course, sometimes there is a situation where the concrete pipe falls into the guide hole A drilled for the first time by its own weight), and the machine drills / inserts into the guide hole A (wormhole) drilled for the first time, and the high-grade consolidating agent (such as concrete / non-shrinkage grouting material) delivery pipeline and outlet used for the second pouring are arranged on a machine specially used for the second pouring (only a pouring tool, that is, the post-pouring device in the claims, such as an ultra-low pressure grouting steel pipe or a PVC pipe), and the machine is inserted / falls into the guide hole B drilled for the second time by its own weight, and the second pouring work is strictly separated from the second drilling of the guide hole and the expansion of the hole, and the machines are also separate. The second drilling of the guide hole and the expansion of the hole use a special drilling and expansion machine, and the second pouring uses a special pouring machine, and the pouring machine enters the guide hole drilled for the second time. At time B, there is no need to apply pressure from the drill rod of the drilling rig, only manual insertion or dropping by its own weight is required; the anchor body constructed by the utility model is formed in two steps at different times (referred to as time-sharing and sequence pouring), and the clearance of the second drilled guide hole B and the expanded hole D is filled through the second pouring to form a complete, accurate and pure inner core consolidation body, and the front and rear two consolidating agents will be accurately separated along the designed bonding surface (while cooperating with each other to implement force transfer), and also form an embedding effect between the inner core consolidation body and the outer layer consolidation body; this feature is the fundamental difference between the utility model and many existing rotary grouting and enlarging spiral bored pile technologies; in other words, the utility model has undergone a second drilling of the guide hole / expansion hole and a special second pouring, which is not available in any rotary grouting and enlarging spiral bored pile construction method. Of course, the above are all cases of cast-in-place molding in anchor holes. If the inner core consolidation body includes prefabricated components, the two are also set on different machines. What's more, the utility model is also provided with a gap consolidation body, which also needs to undergo a second pouring (cast-in-place in anchor holes).

[0026] and,

[0027] The inner core consolidation body and the outer layer consolidation body are directly bonded (whether the anchor body is expanded over the entire length or divided into an upper section and an expanded section);

[0028] Alternatively, a bellows (e.g., an attached Fig.14 As shown in the figure, the inner core consolidation body is closely fitted with the inner side of the corrugated tube, the outer layer consolidation body is closely fitted with the outer side of the corrugated tube, and the outer layer consolidation body is mutually meshed with the inner core consolidation body through the corrugated tube, wherein the corrugated tube is sleeved on the outer side of the anchor bar, the front end of the corrugated tube is arranged at the front part of the diameter expansion section, and the rear end of the corrugated tube is arranged at the rear part of the diameter expansion section or extends backward into the front part of the upper section. The inner core consolidation body and the outer layer consolidation body are each directly meshed with the corrugated tube, and the mutual meshing of the inner core consolidation body and the outer layer consolidation body is achieved through the corrugated tube as a medium; in essence, the inner core and the outer layer are indirectly meshed through the corrugated tube, and are substantially superimposed and bonded.

[0029] Usually, the outer consolidation body is constructed at the same time or after the first drilling of the guide hole, and the reinforcement and the corrugated pipe are implanted into the first drilled guide hole A when the outer consolidation body has not yet been consolidated, and then the inner core consolidation body is constructed in the corrugated pipe, or the guide hole / expansion hole is drilled for the second time at the same time or after the outer consolidation body is consolidated, and then the corrugated pipe and the reinforcement are implanted into the second drilled guide hole B / the second drilled expansion hole D and cast and fixed to form a gap consolidation body, and the inner core consolidation body is constructed in the corrugated pipe; after consolidation refers to solidification After the initial setting or final setting of the binder or the mixture of the binder and rock and soil debris (such as cement soil or cement sand, etc.); due to the different strength grades of the first and second pouring, the second pouring binder is strictly prohibited from being mixed with the first consolidator or its mixture with the rock and soil. It is necessary to drill the guide hole for the second time after the first pouring of the binder is solidified, and then clean the hole (such as circulating water washing or compressed air blowing) and implement anchoring (i.e. implanting reinforcement, or implanting corrugated pipes and reinforcement) and the second pouring. The construction of the gap consolidation body and the inner core consolidation body can be implemented at the same time or separately, and the same consolidation agent can be used, or different types of consolidation agents can be used. The first drilling of the guide hole can be carried out at the same time as the first pouring, or it can be carried out before the first pouring.

[0030] In other words, the inner core consolidation body and the outer layer consolidation body are each directly meshed with the bellows, and the mutual meshing of the inner core consolidation body and the outer layer consolidation body is achieved through the bellows as a medium; in essence, the inner core and the outer layer are indirectly meshed through the bellows and bonded at the same time. The degree of tight bonding achieved by the meshing and bonding of the inner core consolidation body and the outer layer consolidation body is something that cannot be achieved by the bladder / membrane bag; the interfacial bonding strength of the bonding varies depending on the material. For example, when the surface roughness of the metal bellows is high, its bonding strength is higher than when the surface of the metal bellows is smooth. For example, the bonding strength of cement slurry containing polyurethane components to the metal pipe is higher than the bonding strength of pure cement slurry to the metal pipe. The longitudinal direction is the layout direction of the anchor hole, that is, the extension direction of the anchor cable.

[0031] When setting up the corrugated pipe, the implementation method of constructing the outer layer consolidation body and the inner core consolidation body is, for example: first, expand the hole with cement slurry by rotary jetting, then put in the anchor cable with the corrugated pipe in the expanded body section, and then grout the inside of the corrugated pipe to reach M30. The front and rear ends of the corrugated pipe can be closed or not. The closure can be a soft material (such as cloth) or a hard material. Usually, in order to prevent sand and mud from entering the corrugated pipe during the implantation process, the front end of the corrugated pipe can be placed under the cover and protection of the guide cap or the inner bearing plate. When the utility model is provided with a corrugated pipe with an expanded diameter section, it is not necessary to drill a guide hole / expand the hole for the second time. Of course, it can also be designed to drill a guide hole for the second time and then implant the corrugated pipe and pour it, or if the implantation time is delayed, the guide hole / expand the hole for the second time can also be drilled. The casting of the gap consolidation body can be carried out simultaneously with the construction of the inner core consolidation body, or it can be carried out separately and in steps. Any pouring process and tools can be used for casting. It needs to be clarified that the corrugated pipe of the present invention is not a protective pipe (anti-corrosion) for anchor bars, nor is it a casing used to isolate cement slurry in non-anchoring sections in existing anchoring projects.

[0032] Unless otherwise specified, the term "construction" in this application means forming a consolidation body by pouring a consolidating agent (such as cement), and pouring includes but is not limited to various grouting / concrete, high-pressure rotary jet grouting, and any other means that can pour a consolidating agent. When the utility model is not provided with a bellows, drilling is performed twice (including drilling at the same time as rotary jetting), and casting (i.e. pouring in the anchor hole at the construction site) is performed twice or even three times; when the utility model is provided with a bellows, drilling can be performed only once, but casting (i.e. pouring in the anchor hole at the construction site) is performed twice. The inner core consolidation body and the outer shell consolidation body of the utility model are bonded or meshed with each other to solve the problem that the inner and outer consolidation bodies of the capsule anchor cable are blocked by the capsule skin and cannot provide friction resistance to each other; the utility model drills a guide hole twice and then implants and pours the prefabricated inner core, or drills a guide hole once and implants the bellows when the consolidating agent has not yet solidified, and then pours or implants the prefabricated inner core, in order to solve the problems of consolidation body molding defects and consolidation body strength.

[0033] Except for the membrane bag type umbrella-shaped enlarged head, there is no capsule / membrane bag between the inner core and the outer layer of the utility model. The inner core and the outer layer are directly bonded or meshed with each other through a bellows. The inner and outer consolidated bodies have been combined with each other to form a continuous medium. The construction of the inner core is essentially to first break the central part of the outer layer consolidated body or implant it when it is not consolidated, and then increase the strength level to reconstruct the central part of the outer layer consolidated body, and make the inner core and the outer layer consolidated body completely integrated into one to form a continuous medium, that is, the outer layer consolidated body becomes a transition layer, buffer layer, diffusion layer for the unobstructed and undiscounted transmission of force (including lateral friction resistance) between the inner core consolidated body and the rock and soil body, as well as a shell and protective layer in the process of reconstructing the inner core. The first case is direct seamless bonding to form a continuous medium, and the second case is that the inner core and the outer layer are combined to form a continuous medium through meshing or the combined action of meshing and bonding. The solid bodies located on the inner and outer sides of the bag (including the front and rear sides) are separated from each other, not bonded together, not continuous media, and have no meshing connection relationship. The membrane bag type umbrella-shaped expansion head can only and only needs to transmit longitudinal pressure.

[0034] The shape of the inner core consolidation body is mainly determined by the principle, structure and performance of the second drilling and expansion equipment. Except for the second case where it is corrugated (in the longitudinal section), it can be any shape, such as cylindrical, or cylindrical with cones at both ends, or cone / polygonal cone, or inverted cone, or spiral, etc. In addition to being cast in situ, the inner core can also be a prefabricated component, that is, before anchoring, the anchor bars (such as steel strands or steel bars that can be threaded) and the inner core and accessories (such as load conversion devices, inner bearing plates, etc.) have been manufactured and installed. Before and after anchoring, only the outer layer consolidation body and the gap consolidation body need to be cast in situ; the prefabricated parts can be of any shape, such as corrugated / spiral, etc., or cylindrical / conical, etc., with no concave and convex surfaces.

[0035] Bellows can be threaded or non-threaded (e.g. Fig.21The corrugated shape of the prefabricated inner core component shown is non-threaded), and the material type is not limited, but it should be a material that can bond well with cement slurry and other consolidating agents (if cement slurry is used as a consolidating agent, the hydrophilicity of the corrugated pipe material should be good, and it must not be the polyester fiber material used in the capsule anchor cable), such as rough / concave-convex metal, glass fiber composite material, cement prefabricated pipe, etc., and metal materials that can bond well with consolidating agents containing polyurethane components, hard plastic materials, etc. The corrugated pipe is usually sleeved on the outside of the entire anchor cage. Of course, it can also be sleeved on the outside of a single anchor bar, but in this case, the implementation of the pouring will be more troublesome. The utility model specifically sets the corrugated pipe in the enlarged head section, and at the same time does not limit the use of the corrugated pipe in other parts of the anchor hole or with other functions. The bellows described in the utility model is a single layer, and the inner and outer sides are both corrugated / spiral, etc. Its purpose is to divide the manufacturing of the inner and outer solid bodies of the bellows into two processes and complete them separately, and the two are meshed or meshed and bonded together to form a whole through the bellows.

[0036] A special type of enlarged head anchor body refers to a structure in which the manufactured anchor body structure is a two-layer structure, the inner core is a high-strength structure (straight rod type or sawtooth spiral type or front embedded type enlarged body structure or umbrella-shaped enlarged head, etc.), and the outer layer is a low-strength enlarged head structure (including slurry consolidation body / cement mortar / fiber reinforced concrete, etc.), so as to realize the indirect transmission and diffusion of the anchor tension, which is binary; in terms of the implementation process: the outer layer (i.e., the low-strength consolidation body) is manufactured first (including but not limited to manufacturing by rotary spraying / pressure pouring process), and the inner core (i.e., the high-strength consolidation body) is manufactured later (including but not limited to manufacturing by grouting / concrete process), and the inner core is formed on the basis of the outer layer consolidation body having solidified, through a second drilling or a second drilling and expansion, and then reinforcement is implemented, and re-pouring is solidified, or the inner core is a prefabricated inner core / expanded diameter section corrugated pipe implanted when the outer layer consolidation body has not yet solidified and then formed by re-pouring, which is second order. The second order does not just mean that there are two processes, but refers to two specific processes implemented on the construction site that are organically chelated with the binary, which produces a binary structure that can truly transmit the side friction resistance of the expanded section, or solves the problem that the existing self-contained umbrella-shaped enlarger head of rotary jet cannot be constructed in sand and gravel layers, broken rock layers and anti-floating anchor cable conditions, and the process problem that the pre-expanded umbrella-shaped enlarger head is prone to collapse in gravel and broken rock layers, which affects the expansion of the umbrella cage, especially the large-diameter umbrella cage. The corresponding structure is a front-to-back superimposed diffusion force transmission binary structure for end-bearing anchor cables (see Appendix). Figure 7 As shown in the figure, it is a binary structure consisting of an inner core enlarged head consolidation body and an outer layer consolidation body on its rear side), or a binary structure in which the inside and outside are nested to transmit and diffuse force through a variety of comprehensive effects.

[0037] Of course, among the three structures and methods described in the utility model, the two structures and methods of implanting the prefabricated inner core or the expanded diameter section corrugated pipe before the outer layer of consolidation is not yet consolidated are also difficult to apply to the sand gravel layer and the broken rock layer, but they can solve similar problems in other formations. Only the first structure and method, that is, the secondary drilling and reaming and secondary injection, can comprehensively solve all problems in all formations (the special type is mainly the first structure and method), but the three included have their own advantages and disadvantages, and perhaps the first structure and method is more expensive.

[0038] Although the bladder-type enlarged head, membrane bag-type umbrella-shaped enlarged head, drilling and rebar planting followed by rotary grouting and grouting of anchor cables, and rotary grouting followed by rebar planting and grouting of anchor cables in the prior art are also completed in two steps, they are not the special enlarged head anchor bodies described in the utility model; although the bladder-type enlarged head and membrane bag-type umbrella-shaped enlarged head are binary structures (i.e., they include a bag inner consolidation body and a bag outer consolidation body, a total of two parts), the manufacturing process of the bag inner consolidation body is different from that of the utility model, and it does not undergo a secondary drilling and hole expansion process, and / or its force characteristics are different from those of the utility model. The types are different, and they do not have the meshing relationship and / or bonding relationship between the inner core and the outer layer, and the continuous medium characteristics, that is, they do not meet the substantial characteristic conditions of the specific type. In terms of effect, they cannot achieve the true side-resistance anchor cable (that is, the anchoring force comes from the lateral hole wall rock and soil) realized by the utility model, or cannot solve the problem of applying the self-contained umbrella-shaped enlarger head technology of rotary jetting to sand and gravel layers, bedrock layers and vertical anti-floating projects, or cannot solve the problem of the expansion degree of the pre-expansion and post-planting umbrella-shaped enlarger head technology in gravel layers and broken rock layers being limited.

[0039] The main structural feature of the utility model is that the outer layer consolidation body is an enlarged head structure produced by the first pouring; or at the same time, the outer layer consolidation body also presents a variable diameter feature, and / or the inner core consolidation body is a two-drilled enlarged head or a two-pouring corrugated head. The outer layer consolidation body is a low-strength consolidation body, and the inner core consolidation body is a high-strength consolidation body produced or prefabricated by the second pouring (the gap consolidation body and the membrane bag outer consolidation body can also be regarded as part of the inner core consolidation body), and the outer layer consolidation body has no reinforcement (it is plain concrete), and the inner core consolidation body has reinforcement (the inner core itself is the anchor body); and the enlarged head consolidation body produced by the first pouring (i.e., the outer layer consolidation body) and the consolidation body produced by the second pouring (i.e., the inner core consolidation body) are directly bonded, without insulation such as a bladder skin (polyester fiber fabric), or the outer layer consolidation body and the inner core consolidation body are closely meshed or bonded through a corrugated tube, or the outer layer consolidation body is located (supported) by a membrane bag-type umbrella The rear side of the shaped enlarged head (inner core enlarged head consolidation body); and the original traditional low-strength rotary grouting consolidation body and the anchor bar are directly bonded to: the low-strength outer consolidation body and the anchor bar are indirectly transferred through the high-strength inner core, thereby greatly enhancing the anchoring ability, anchoring reliability and anchoring durability of the anchor bar in the rotary grouting consolidation body or other secondary consolidation bodies (such as unreliable grouting consolidation bodies); such a structure can evenly and reasonably spread the anchor bar tension to the surrounding rock and soil (including the sides and rear of the expanded diameter section), eliminate the defect of the bladder-type enlarged head that the lateral friction resistance cannot be effectively transmitted inside and outside the bladder, and solve the remaining problems of the umbrella-shaped enlarged head series technology. In addition, the utility model also has the following structural features: the consolidating agent delivery pipeline and discharge outlet for perfusing to form the outer layer consolidation body and the consolidating agent delivery pipeline and discharge outlet for perfusing to form the inner core consolidation body are respectively arranged on different machines; the high and low pressure nozzles on the nozzle for constructing the outer layer consolidation body are arranged on the same side of the same cross section, etc.

[0040] The main method feature of the utility model is that: through the first drilling (or hole expansion) and pouring, a low-strength (strength between the inner core consolidation body and the rock and soil body) outer enlarged head structure is generated, and through the second drilling (or hole expansion) and pouring, a high-strength inner core structure (or a high-strength inner core enlarged head structure) is generated. This construction method changes the traditional rotary spraying self-contained enlarged head anchor cable construction procedure (that is, the anchor body construction process is a drilling and pouring procedure separated by drilling and spraying or a drilling and two pouring procedure integrated with drilling and spraying, resulting in the anchor body as a whole being low-strength or the low-strength consolidation body and the high-strength consolidation body cannot transmit lateral friction resistance. For example, the high-strength inner core of the bladder anchor cable cannot transmit lateral friction resistance to the adjacent rock and soil body through the low-strength outer shell, so it still has to rely on a long section of low-strength cement slurry consolidation on the rear side of the high-strength inner core. The body is directly bonded to the anchor bar to transfer the lateral friction resistance) and is broken and reconstructed through two procedures of manufacturing a low-strength expanded diameter section through one drilling and one grouting, and manufacturing a high-strength inner core (including the inner core enlarged head) through two drilling and two grouting procedures. This can eliminate the forming defects of the rotary grouting self-contained anchor cable and the forming defects of the drilling and rebar planting followed by rotary grouting and hole expansion method, thereby overcoming the low-strength defects of the rotary grouting self-contained anchor cable, the forming defects and low-strength defects of the drilling and rebar planting followed by rotary grouting and hole expansion method, the low-strength defects of the rotary grouting and rebar planting and grouting method, as well as the inherent theoretical defects in the design, and solves the problems of weak interface bonding, unstable bonding, unreliable bonding and short durability between the anchor bar and the consolidated body from the two aspects of consolidated body forming and strength; at the same time, it also overcomes the defects of the bladder-type enlarged head anchor cable causing longitudinal cracks under stress and the inability to truly utilize the lateral resistance of the expanded diameter section.

[0041] Or, the main method feature of the utility model is: after the first pouring, when the consolidating agent has not yet solidified, the corrugated tube and anchor bar are implanted, and then the corrugated tube is poured (i.e., the second pouring) to generate a high-strength inner core consolidation body, so that the anchor bar tension is diffused to the low-strength outer layer through the high-strength inner core, and the defects such as the non-bonding of the inside and outside, the inability to transmit lateral friction resistance, and the easy generation of tension cracks along the bladder skin caused by the bladder-type anchor cable are avoided (the discussion of the end bearing capacity of the bladder-type expansion head and the straight rod type rotary spray expansion head is not involved in this application). The diameter expansion section is also called the body expansion section, the hole expansion section, etc. In addition, the utility model also has the pioneering method features in this field such as manual / automatic adjustment of the output pressure of the high-pressure pump through computer programming.

[0042] The utility model is not a bladder-type enlarged head structure or an umbrella-shaped enlarged head structure of the prior art or an existing rotary jet enlarged head anchor cable. The inner core structure of the utility model is not realized by infusing the bladder, but is a secondary (quality improvement) reconstruction based on the demolition of the central part of the outer layer consolidation body, or the outer layer and the inner core are closely meshed with each other through a bellows, so that the inner core and the outer layer are completely bonded or closely combined as a whole to form a continuous medium, and there is no obstacle to the mutual transmission of lateral friction and longitudinal pressure. Compared with the mechanical transmission characteristics between the inner and outer consolidation bodies of the sac, an essential change has occurred. This is completely different from the fact that the longitudinal pressure between the front and rear consolidation bodies of the sac can be transmitted, but the lateral friction (i.e., longitudinal friction) between the inner and outer consolidation bodies of the sac cannot be transmitted.

[0043] It should be noted that a membrane bag type umbrella-shaped enlarger head is also used in some structural types of the utility model, and if the inner core consolidation body of the preformed part is chosen to be drilled and implanted for the second time after the outer layer consolidation body is consolidated, there is also an outer consolidation body of the membrane bag or a gap consolidation body, which are all injected after the second drilling / expansion, and the injection inside the membrane bag and the injection outside the membrane bag are both sub-routines of the second injection procedure; in terms of the entire construction procedure and the corresponding structure, the utility model is completely different from the capsule enlarger head / membrane bag type umbrella-shaped enlarger head, and is also different from the previous umbrella-shaped enlarger head anchor structure, self-contained or pre-expansion and post-implantation method.

[0044] The utility model does not make any requirements on the anchoring body of the non-expanded hole section, and can be a single-layer anchoring body (for example, an attached Figure 6 As shown), it can also be an inner and outer double-layer anchor body (for example, attached Fig.21 In the case shown in the figure, or the case where the inner core is inside the protective sleeve and the outer layer is outside the protective sleeve), it can also be that a PVC sleeve / corrugated pipe is installed outside the anchor body, or a protective sleeve is installed outside the anchor bar and the outer layer of the protective sleeve is a single-layer or double-layer consolidation body (for example, an attached Figure 7 , Attachment Fig.17 As shown), there may also be no anchor body, that is, only anchor bars or only anchor bars and protective casings, but no consolidated body formed by a consolidating agent, and so on.

[0045] It should also be noted that the present invention is essentially different from secondary grouting methods such as re-grouting after jet grouting (for example, after jet grouting drilling and hole expansion, anchor cage is implanted, and then re-grouting or secondary high-pressure grouting is carried out in an unsolidified state or after initial setting), because those are the methods that the present invention needs to abandon and improve, because those re-grouting methods are nothing more than forcibly injecting some high-strength slurry veins (such as the attached) into the semi-solidified body formed by the first jet grouting. Fig.18 as shown) and fill the gaps / cavities formed by the shrinkage of the jet grout (as shown in the attached Fig.18As shown in the figure), even if the rotary lifting grouting is used again, it is in vain (the places blocked by the anchor bars cannot receive the high-grade slurry), and the effect of the re-grouting is uncontrollable, that is, the injected slurry cannot effectively replace the original cement soil slurry. The re-grouting process obtains a non-homogeneous, chaotic and disordered mixture with unclear composition. Some parts can be replenished, but most parts cannot be replenished / replaced, so that the steel bars are exposed to the cement soil slurry (even some parts are rock and soil blocks, sand and mud lumps) produced by the first rotary grouting. Its impermeability, bonding strength, consolidated body strength and bonding durability cannot be guaranteed. Even whether its bearing capacity can be truly guaranteed needs to be questioned. The difference between the rotary grouting and post-embedded reinforcement re-grouting method and the present invention is that the former does not perform a second drilling, so the effect of its re-grouting cannot be controlled; the post-grouting of the present invention is implemented in the second drilling (the guide hole B of the second drilling) / reaming (reaming hole D of the second drilling), which is based on the second drilling / reaming and high-grade grouting of the isolation environment in the drilling / reaming, or based on post-embedded bellows and high-grade grouting of the isolation environment provided by the bellows. Both methods are effective. The consolidated bodies produced by the secondary pouring are both completely separated (inside and outside or front and back) and organically combined (direct bonding and / or meshing), with clear division of labor (the outer consolidated body is responsible for transmitting force to the side wall rock and / or rear rock and soil, and the inner core consolidated body is responsible for bearing the load transmitted by the anchor bars) and work together (the outer consolidated body and the inner core consolidated body exchange forces with each other through bonding and / or meshing and / or superposition (i.e. support)); in comparison, the utility model has a clear concept, controlled construction and remarkable effect. The special expanded diameter anchor body proposed in the utility model includes an anchor body with an outer layer consolidation body (i.e., the expanded body part of the anchor cable) as a longitudinally variable diameter, and / or an anchor body with an inner core consolidation body as a double-drilled enlarged head or a double-casted corrugated head. Double drilling means that the inner core is formed after two drillings or diameter expansions (hole expansion), and double casting means that the inner core is formed after two castings (one drilling or one drilling and one expansion or one drilling and two expansions). The previous traditional anchor bodies were designed to have a constant diameter at the expanded body part (i.e., the outer layer consolidation body) (for example, the rotary jet anchor cable), or the inner core was a single-drilled pressure-expanded enlarged head (for example, a capsule anchor cable that has not undergone double drilling / double expansion), or a double-cast conventional anchor head (for example, a pressure-type rotary jet anchor cable that has been cast twice).

[0046] It should be noted that the special friction anchoring structure and implementation procedures of the utility model do not involve the participation of the membrane bag; however, the inner core of the special end-bearing anchoring structure can be involved with the membrane bag (for example, the attached Figure 7As shown), because the end-bearing umbrella-shaped enlarged head anchoring does not require the participation of frictional resistance, the technical defect that the lateral frictional resistance of the bladder-type enlarged head anchor cable cannot be transmitted can be completely ignored; at this time, the pouring of the inner core is also divided into two stages. In the actual construction process of engineering production, it can be considered whether to use the membrane bag pouring method (of course, it can also be regarded as a ternary anchor structure, and the construction of the inner core itself is also divided into two stages. Similar situations in the utility model also include prefabricated inner core consolidation bodies). Of course, if there is no water seepage or the water seepage is not serious, there can be no membrane bag, that is, the pouring of the inner core still has only one stage, and only two layers of anchor structure (that is, side resistance type special type) are still implemented. In addition, if a membrane bag type cage is directly placed down for pouring after drilling to simplify the process, easily collapsible formations such as gravel and broken rock are likely to collapse, making it more difficult to expand the cage, or at least may cause problems with the degree of expansion. Therefore, geotechnical design and construction cannot only consider the water factor in isolation; in addition to providing transition and stress diffusion, the outer layer of low-strength consolidated body also provides a protective shell for constructing the inner core high-strength consolidated body.

[0047] Further, after the first drilling of the guide hole and before the second drilling of the guide hole, a wormhole consolidation body is constructed in the first drilling guide hole A; and / or, before the second grouting, an upper section wall consolidation body and / or a casing and / or a bare hole are arranged in the second drilling guide hole B;

[0048] And / or, the outer layer consolidation body is of variable diameter, and / or, the inner core consolidation body includes an inner core enlarged head consolidation body and the diameter of the inner core enlarged head consolidation body is larger than the diameter of the second drilling guide hole B; the inner core consolidation body includes an inner core enlarged head consolidation body such as an attached Figure 2 To Attachment Figure 7 , Attachment Fig.17 As shown, the meaning of "inner core enlarged head consolidation body" here is that the diameter of the inner core consolidation body (expanded diameter section) is larger than the diameter of the second drilled guide hole B (i.e., through hole); in other words, not only the second guide hole is drilled, but also the second expanded hole is drilled, and there is an implicit condition here: the diameter of the inner core enlarged head consolidation body is smaller than the diameter of the outer layer consolidation body, and the diameter of the second drilled through hole is smaller than the diameter of the second drilled expanded hole D. The reason why "and / or" is used is because there are two types of outer layer consolidation body with variable diameter and inner core consolidation body with enlarged head that exist independently, such as the attached Fig.26 , Attachment Fig.25 , Attachment Fig.24 , Attachment Figure 1 , Attachment Fig. 20 , Attachment Fig.21 As shown, there are also cases where both types exist at the same time, such as Figure 2 To Attachment Figure 7 Attached Fig.26 , Attachment Fig.25 , Attachment Fig.24 , Attachment Fig. 20 , Attachment Fig.21 , Attachment Figure 1 , Attachment Figure 2 , Attachment Figure 5 , Attachment Figure 7 , Attachment Fig.17 All are variable diameter. Fig.19 The expanded part does not change diameter, so it does not belong to the present invention. However, if the inner core consolidation body meets the characteristics of the special type expanded diameter anchor body, then when the outer layer consolidation body is of a fixed diameter, it still belongs to the scope of the present invention. Fig. 27 shown.

[0049] "Variable diameter" refers to longitudinal variable diameter, which means that the expansion part of this section of the consolidation body includes 2 or more expansion diameter specifications, and does not include the straight rod consolidation body formed by the guide hole (i.e. through hole) itself, and the diameter of the expansion part should be larger than the diameter of the upper section of the wall consolidation body, and should also be larger than the diameter of the guide hole (i.e. the diameter of the straight rod consolidation body) (in any order). "Change" can be gradual or abrupt. Fig.19 The entire length of the anchor body shown is the expanded diameter section. Except for the straight rod consolidation body formed by the guide hole itself, the expanded diameter section has only one diameter, that is, the diameter of the spiral wing consolidation body formed by rapid lifting and jetting, which does not belong to the scope of the present utility model. Fig.25 The expansion section includes 4 diameter steps, such as Fig. 20 The expanded diameter section shown includes two spiral wings of different diameters arranged in a staggered manner. Fig.26 The expanded body portion of the expanded diameter section shown in the figure includes two spiral wings of different diameters arranged in front and behind. Figure 1 The inverted stepped outer consolidation body and the attached Figure 7The spherical outer layer consolidation bodies shown all fall within the scope defined by "variable diameter" of the present utility model. Prior to the present invention, an anchor body without an expanded diameter section had only one diameter specification, and an expanded body portion of an anchor body with an expanded diameter section also had only one diameter specification. Therefore, regardless of whether there was an expanded diameter section or not, the lateral friction coefficient of the anchor body was very small or relatively small, and it was unstable and unreliable. Although in theory a spiral wing could be produced by rapid lifting of an expansion machine or a rotary jet, its wing plate was wide and thin (extending far laterally from the straight rod portion and having a weak connection with the straight rod portion), was easily broken, and had limited contribution to resisting pull-out. Moreover, because the spiral wing had to be lifted very quickly to form the spiral wing, mechanical cutting or rotary jet cutting and stirring were even more insufficient, which damaged the pouring quality of the straight rod portion and the spiral wing. If the lifting was slow, construction efficiency was damaged and a cylindrical consolidated body would generally be formed. Therefore, in practice, it is difficult to form a periodic, regular, and pull-resistant spiral through construction control. Therefore, rotary jet piles and rotary jet anchor cables are usually not designed to be spiral, but cylindrical, and the lifting speed is controlled at 15 to 20 cm and repeated spraying is performed.

[0050] The anchor body is formed by the chelation of anchor bars and consolidation bodies. Traditional anchor bodies are all cylindrical or two-stage cylindrical or beaded cylindrical. The anchor body realized by the utility model is, for example, in the shape of an inverted wedge, a step shape, a long strip of uniformly distributed sawtooth spiral, etc. The non-expanded diameter section of the previous anchor body is a constant diameter, and the expanded diameter section is still a constant diameter. Therefore, whether it is the non-expanded diameter section or the expanded diameter section, its lateral friction resistance is unreliable. The purpose of setting a variable diameter in the utility model is to realize the meshing (or embedding) of the anchor body and the surrounding rock and soil, to realize the side bearing effect similar to the end bearing on the side of the anchor body, or to realize the embedding of the entire anchor body in the surrounding rock and soil, instead of using the past reliance on friction resistance to pull out (of course, it can also be regarded as the friction resistance between the anchor body and the lateral surrounding rock and soil is enhanced due to the meshing effect), or to realize the end bearing effect or lateral meshing embedding of the anchor body in the surrounding rock and soil, while realizing the end bearing effect or lateral meshing embedding of the anchor body in the surrounding rock and soil, compared with the case of fixed diameter (such as cylindrical), it can also realize the saving of consolidating agent materials. Traditional technology uses a cylindrical shape with uniform diameter (full-length bonding, or divided into an anchoring section and a non-anchoring section, for example, full-length grouting anchor rods and rotary jet grouting anchor rods are cylindrical friction type in design concept) or a two-section cylindrical shape (usually divided into a non-expanded diameter section and an expanded diameter section, and the non-expanded diameter section may also be provided with an anchoring section, such as a capsule anchor cable) or a beaded cylindrical shape (for example, Suzhou Nenggong's pressure-dispersed rotary jet enlarged head anchor cable is designed to be a beaded cylindrical shape). The utility model breaks through this limitation. The utility model sets the nozzle and controls the jet pressure. , making variable diameter full-length expanded anchor bodies, variable diameter enlarged head anchor bodies, such as step-shaped or inverted step-shaped, spherical, curved cone or inverted cone, frustum or inverted frustum, etc., possible and realistic options. In general, the utility model can systematically overcome the molding defects and strength defects of the anchor body, achieve the stability, reliability and durability of the rotary sprayed anchor cable, greatly enhance the anchoring force between the anchor body and the surrounding rock and soil, and / or save consolidating agent materials. Of course, the functions, advantages and beneficial effects of each specific invention point are different.

[0051] It should be noted that when the anchor body is a longitudinally variable diameter structure (or a special structure), the anchor body is usually binary (i.e., composed of an inner and outer double-layer consolidation body, such as an attached Fig.24 , Attachment Fig.25 As shown), of course, the ternary (for example, Figure 7 The inner and outer double-layer consolidation body shown in the figure is a film bag outer consolidation body, an attached Fig.21 The inner and outer double-layer consolidation bodies plus the gap consolidation body shown in the figure are still regarded as binary, in which the inner core consolidation body can be a cylindrical consolidation body, a variable diameter consolidation body such as an inverted step shape, a two-stage cylindrical shape, a beaded shape, a corrugated shape, etc. On the contrary, if the anchor body is a two-drill enlarged head or a two-irrigated corrugated head structure, the enlarged body part may have a variable diameter or a constant diameter, such as an attached Figure 3 , Attachment Figure 4 The enlarged portion shown is of constant diameter, which does not exclude the presence of a beaded cylindrical anchor.

[0052] And / or, the inner core consolidation body is a cast-in-place component or includes a prefabricated component, and when the inner core consolidation body includes a prefabricated component, a gap consolidation body is also arranged between the prefabricated component and the outer layer consolidation body; or at the same time, the strength of the gap consolidation body is higher than that of the outer layer consolidation body but lower than that of the prefabricated component; the gap consolidation body is also produced by the second pouring. The meaning of the cast-in-place component here means that the inner core consolidation body is formed by pouring in the anchor hole at the construction site, and of course, the outer layer consolidation body is also a cast-in-place component. Among them, usually, the outer layer consolidation body is constructed at the same time or after the first drilling of the guide hole, and the second guide hole / reaming is drilled at the same time or after the consolidation of the outer layer consolidation body, and the inner core consolidation body is constructed at the same time or after the second drilling of the guide hole / reaming, or the prefabricated inner core consolidation body is implanted into the second drilled guide hole B / the second drilled reaming hole D and cast (i.e., the second pouring) to fix it to form the gap consolidation body.

[0053] Among them, cast-in-place components are components constructed at the construction site (i.e. in the anchor hole) with a consolidating agent (such as concrete / cement mortar / cement paste / cement soil paste, etc.), such as attached Fig.21 The interstitial consolidation body shown in the figure is connected with the outer consolidation body and the attached Figure 1 To Attachment Figure 7 The inner core consolidation body, the outer layer consolidation body, and the membrane bag outer consolidation body shown; the prefabricated component is such as the attached Fig.21 The inner core consolidation body shown. The guide hole is a hole drilled for anchoring or inserting a grouting pipe, but as long as the drilling rig and drilling tools realize the integration of drilling and grouting, it should be regarded as drilling the guide hole and grouting at the same time. The present utility model does not limit any drilling rig, drilling tool, machine tool to participate in and implement the first drilling of the guide hole, the first drilling and expansion of the hole, the second drilling of the guide hole, the second drilling and expansion of the hole, the first grouting, and the second grouting. It can be a single-function machine or a multi-function machine, such as a simple down-the-hole drilling rig, a simple grouting machine, a simple rotary jet machine, a complex drilling, expansion, grouting and planting machine, etc.

[0054] And / or, the outer layer consolidation body is also arranged on the rear side of the inner layer structure, and the inner layer structure is a membrane bag type umbrella-shaped enlarged head, and the diameter of the membrane bag type umbrella-shaped enlarged head is larger than the diameter of the guide hole B drilled for the second time; the umbrella-shaped enlarged head is the anchor body formed by the injection of the umbrella-shaped enlarged body structure described in the present application, and the umbrella-shaped enlarged head is a form of the inner core enlarged head consolidation body described in the present application. In addition, there can be many forms such as circles / prisms, cones / conical cylinders, stepped truncated cones / frustums, spheres, wedges, etc. The membrane bag type umbrella-shaped enlarged head refers to an anchor body formed by the injection of an umbrella-shaped enlarged body structure provided with an outer membrane bag. The umbrella-shaped enlarged body structure includes but is not limited to any umbrella-shaped component in the applicant's previous series of applications for enlarged head anchoring technology; the diameter of the membrane bag type umbrella-shaped enlarged head refers to the diameter of the umbrella-shaped enlarged body structure after expansion or the diameter of the protective layer of the consolidation body with the umbrella cage expansion reinforcement, for example, attached Figure 7 The diameter of the umbrella cage at the hinge is shown in the figure. In this case, the umbrella-shaped enlarged head does not need to use the lateral friction between the expanded diameter section of the anchor body and the surrounding rock and soil, but only needs to use the end bearing force for design. The reason why the lateral friction is not needed is that the umbrella-shaped enlarged head is a high-rigidity structure with conical force transmission. The use of film bags is not necessary, but is only used to prevent the outer layer of consolidation or casing from being insufficient to isolate the influence of groundwater in actual production, and no other measures are taken to prevent the influence of leakage groundwater on the inner core injection.

[0055] And / or, the guide hole B drilled for the second time / the expanded hole D drilled for the second time is coaxial with the guide hole A drilled for the first time; coaxial means that the central axes of the two holes overlap, that is, the positions of the guide holes drilled for the second time overlap, in other words, the position of the guide hole drilled for the second time is the original position of the guide hole drilled for the first time.

[0056] And / or, the outer layer consolidation body is wrapped around the outside of the inner core consolidation body, or is distributed on the rear side or the rear side and the outer side of the inner core consolidation body; the situation where the outer layer consolidation body is distributed on the rear side of the inner core consolidation body is shown in the attached Figure 7 The outer layer consolidation body is arranged on the outer side of the inner core consolidation body, and this "outer side" refers to the outer side in the transverse direction. Among them, the umbrella-shaped enlarged head in the case where the inner core consolidation body and the outer layer consolidation body are directly bonded can only be an umbrella-shaped enlarged head without a film bag, such as an attached Figure 1 Attached Figure 6 As shown; Figure 1 There is a simple bonding (friction) effect between the inner core consolidation body and the outer layer consolidation body. Figure 2 In addition to the bonding (friction resistance) effect, there is also a slight embedding (end bearing) effect between the inner core consolidation body and the outer layer consolidation body. Fig.21 There is a complex bonding and embedding relationship between the inner core consolidation body and the outer layer consolidation body (but there is still the possibility of tearing between the anchor bar and the inner core, and the possibility of tearing between the inner core and the outer layer consolidation body accompanied by the anchor bar moving outward or even pulling out). Figure 3In addition to bonding (friction resistance), there is also an embedding (end bearing) relationship between the inner core consolidation body and the outer layer consolidation body (but there is still the possibility of tensile damage between the anchor bar and the inner core consolidation body accompanied by the outward displacement or even pulling out of the anchor bar); Figure 4 To Attachment Figure 7 The inner core consolidation body has been completely imprisoned (stuck) in the outer consolidation body (as long as the steel structure strength of the umbrella-shaped expansion structure is sufficient, combined with the anchoring effect of the high-strength inner core on the expanded reinforcement, there is almost no possibility of tensile damage between the anchor bar and the inner core consolidation body, and the possibility of the anchor bar moving outward or even pulling out); the attached Figure 4 , Attachment Figure 5 , Attachment Figure 6 There is both lateral friction resistance and end bearing between the inner core of the umbrella-shaped enlarged head and the outer consolidation body; Figure 7 The method of reinforcing bar grouting after jet grouting does not have this feature, and the capsule anchor cable does not have the feature of "direct bonding between the inner core consolidation body and the outer layer consolidation body".

[0057] And / or, the reinforcement also includes expansion reinforcement / expansion shell anchor rods, and expansion tools are provided; the expansion reinforcement is only arranged in the expansion section of the anchor hole, and the expansion reinforcement mainly refers to the reinforcement whose cage diameter is larger than the diameter of the anchor hole in the non-expanded section (i.e., the upper section), and also includes longitudinal columns / forced columns (see the applicant's series of previous applications for umbrella-shaped expansion structures). The expansion reinforcement includes but is not limited to various forms of expandable wire cages / steel cages or fiber material cages, conical / inverted cone / cone-shaped cages (for example, various umbrella-shaped expansion structures include attached Figure 6 The expansion and expansion means that the diameter of the anchor structure is not larger than the non-expanded diameter section anchor hole when the anchor hole is implanted, but its diameter is larger than the non-diameter hole section anchor hole when it is poured and / or loaded, that is, the diameter is increased after the implantation of the expanded diameter section of the anchor hole. The function of the expanded reinforcement is mainly to reinforce the inner core consolidation body (outer edge), transfer the tension of the anchor bar to the expanded reinforcement or the entire inner core consolidation body through the reaction plate, and then transfer it to the outer consolidation body and the surrounding rock and soil body, which plays a role in stress diffusion. The expansion tools include but are not limited to various forms of expansion tools for expanding reinforcement steel cages, such as the ropes, spokes, rotary jet drill rods, etc. in the previous application "pre-expanded hole and then implanted umbrella-shaped expansion equipment" (CN213682090U), and the screws and nuts of the expansion shell anchor rods. The expansion shell anchor rod is also called expansion screw, etc. The size after expansion can be the through hole diameter or the diameter of the second drilling expansion hole (there may be more than one expansion hole diameter specification, as long as it is one of them). The anchor bar can be doubled by the screw rod of the expansion screw.

[0058] And / or, a guide cap and / or a load conversion device and / or an inner bearing plate are also provided; the load conversion device is also called a bearing body (some people also call the inner bearing plate an anchor plate / reaction plate / bearing body, or the load conversion device and the inner bearing plate are collectively called a bearing body, the load conversion device is responsible for converting the anchor tension into pressure on the bearing plate, and the inner bearing plate is responsible for transferring pressure to the consolidation body inside the bladder, the consolidation body outside the bladder, or to the umbrella-shaped enlarged head, or to the inner core consolidation body, and the outer layer consolidation body), including various anchor plates and clamps on the inner anchor head, cold extruded sleeves, nuts, pins, etc., sub-carriers along the entire length of the anchor bar (such as extrusion sleeves, nuts, anchor clamps, etc.), and steel bars welded to the front end of the anchor bar. Attachment Fig.13 , Attachment Fig.14 The front nut is also a load conversion device, and the front frame plate is also an internal load-bearing plate, but the tonnage of its load conversion and transfer is very low, or the design concept does not give or rely on its load conversion and transfer function. Usually, the front and rear frames and the front and rear nuts play a frame support role for the bladder and the bellows. This application is for clarity of illustration, attached Fig.13 , Attachment Fig.14 The frame screws and anchor bars are generally arranged in combination, but in practice they are usually not arranged in combination.

[0059] And / or, a post-injection device is also provided; the post-injection device includes but is not limited to a post-injection pipe, a grouting plug, a Y-shaped mixer, a sleeve valve pipe, a grouting machine, a mud pump, a grouting sleeve, a hole sealer or a hole sleeve and a cover plate, a threaded joint, a valve, etc. In addition to being implanted into the anchor hole synchronously with the anchor bar, the post-injection device can also be inserted into the anchor hole alone, or implanted into the anchor hole synchronously with the prefabricated inner core consolidation body, to inject the gap between the inner core consolidation body and the outer layer consolidation body, such as the attached Fig.21 The post-casting of the utility model is the second casting, and the purpose of casting is to form an inner core consolidation body or to cast and fix the inner core consolidation body of the prefabricated component to the axis of the outer layer consolidation body (i.e., to cast and fix it to the second drilling guide hole B / second drilling expansion hole D).

[0060] And / or, a guide cap and / or a front frame plate and / or a rear frame plate and / or a frame screw and / or a nut are also provided; the nut includes a front nut and / or a rear nut and / or a push nut and / or a fixed nut, etc. The front frame plate can also be combined with the inner bearing plate. The frame screw can be directly connected to the front frame plate and the rear frame plate, or indirectly connected to them through a nut. The front frame plate, the rear frame plate, and the frame screw are all frame components required to form the inner core of the expanded diameter section.

[0061] and / or, the corrugated pipe is bonded to the outer layer consolidation body and the inner core consolidation body respectively;

[0062] And / or, an anchoring tool is also provided. The anchoring tool is, for example, a jet-jet drill rod. When an extended reinforcement is provided, the anchoring tool is an extended reinforcement implantation tool. When an umbrella-shaped expansion device is provided, the anchoring tool is an umbrella implantation tool. The anchor bar itself, the post-injection tube, etc. can also be used as an anchoring tool, an extended reinforcement implantation tool, and an extended reinforcement expansion tool.

[0063] Furthermore, a drill rod and a drill bit for drilling a guide hole for the second time are also inserted into the anchor hole or the casing, and the diameter of the drill bit is smaller than the diameter of the upper section wall consolidation body / the inner edge diameter of the casing / the diameter of the bare hole; or at the same time, a hole expansion wing is also installed on the drill bit, and the diameter of the hole expansion wing in the contracted state is smaller than the diameter of the upper section wall consolidation body / the inner edge diameter of the casing / the diameter of the bare hole;

[0064] And / or, when the entire length of the anchor body is expanded, the diameter of the outer layer consolidation body is larger than the diameter of the second drilled guide hole B, which is larger than the diameter of the wormhole consolidation body (this sentence expresses a continuous inequality of the a>b>c type); the reason why the present application uses "the diameter of the second drilled guide hole B" / "the diameter of the drill bit used for the second drilled guide hole" instead of "the diameter of the inner core consolidation body" to describe the diameter characteristics is because the inner core consolidation body may be an inner core enlarged head consolidation body, and the outer edge of the casing is within the range of the inner core consolidation body, while the second drilled guide hole B is limited to the outer edge of the drill pipe drill bit (excluding the expanded state of the eccentric down-the-hole hammer / pressure expansion impact hammer), that is, the diameter of the second drilled guide hole B (including the bare hole) is theoretically equal to (in practice slightly larger than) the outer edge diameter of the drill pipe drill bit (excluding the expanded state), because the purpose of drilling the guide hole is to implant anchor bars and / or reaming drill bits and perfusion tubes, etc., and the drilling of the guide hole itself does not require reaming. The purpose of reaming is to obtain the enlarged head consolidation body. In this application, "drilling the second guide hole" is synonymous with "drilling the guide hole for the second time", referred to as "second drilling", and implementing the second grouting in the anchor hole to form an inner core consolidation body / gap consolidation body is referred to as "second grouting"; implementing the first grouting in the anchor hole to form an outer layer consolidation body or an upper section wall consolidation body is referred to as "first grouting". In the present application, there is no restriction on the means of drilling the guide hole and expanding the hole for the first time and the means of the first grouting, and any wall protection measures (mud, casing, open hole, etc.) may or may not be used; in the second drilling, in order to ensure the quality of the grouting, the drilling means are classified in detail and restricted accordingly, wherein the casing can only be used to protect the wall (i.e. stabilize and isolate the collapsed objects on the hole wall so that they cannot fall into the anchor hole) and must not be used for / for other purposes, and the drilling of the guide hole and the drilling and expanding of the hole are undertaken by the drill rod, drill bit, and reaming drill bit rather than the casing. Only in this way can the collapsed objects on the hole wall be isolated from the external environment to ensure the smooth cleaning of the anchor hole and the high quality of the grouting, wherein the drill rod, drill bit, and reaming drill bit are not restricted in the present application, for example, the attached Fig.28The drill bit, reaming wings shown, and drilling and reaming tools recorded in publication numbers CN218964137U, CN111663903A, CN106988773A, CN101280665A, CN204024476U, CN217300569U, etc.

[0065] The shape of the anchor body when the entire length is expanded includes but is not limited to spiral, cylindrical, stepped, etc. When drilling the pilot hole for the first time, it is possible to use the "drilling casing" in the patent application with publication number CN110306549A, but the diameter of the wormhole consolidation body at this time should be the outer diameter of the casing. When the drill tool drills the guide hole in the rock mass for the first time, it is not necessary to install the casing, or even if the casing needs to be installed, the first guide hole is casingd separately (i.e., it does not share the casing with the second guide hole), and the first guide hole A is filled with the consolidating agent or the mixture of the consolidating agent and rock particles injected for the first time. Under this premise, the first guide hole A is referred to as a wormhole, and the consolidation body formed after the wormhole is filled with the consolidating agent and the mixture of the consolidating agent and rock particles injected for the first time is referred to as a wormhole consolidation body; the guide hole is a long cave drilled in the rock mass by a drill rod (in addition to various conventional drill rods, it also includes the "hole-forming sleeve" described in the patent publication number CN110306549A) and a drill bit for implanting anchor bars and grouting pipes, etc., referred to as a guide hole. It should be noted that the attached Figure 6 The guide hole A drilled for the first time shown is not a wormhole, that is, when the guide hole is not poured or the guide hole is drilled for the first time and the guide hole is drilled for the second time and the casing and / or the bare hole are shared, the guide hole is not a wormhole; only when two conditions are met at the same time: the guide hole drilled for the first time does not share the casing and / or the bare hole with the guide hole drilled for the second time, and the guide hole A drilled for the first time is filled by the first pouring construction, can such a guide hole A drilled for the first time become a wormhole and form a wormhole consolidation body. The consolidated bodies formed after the second drilling of the guide hole B is filled with the consolidating agent are, from front to back / from bottom to top, the (expanded diameter section) inner core consolidation body and the upper section inner core consolidation body; the inner core consolidation body is fundamentally different from the wormhole consolidation body. The wormhole consolidation body is of low strength (it belongs to the central part of the upper section wall consolidation body and the (expanded diameter section) outer layer consolidation body before the second drilling of the guide hole), while the inner core consolidation body is a high-strength consolidation body reconstructed after the wormhole consolidation body is broken by drilling the second guide hole.

[0066] When the anchor body includes an upper section and an enlarged diameter section, during the second drilling of the pilot hole, the upper section is provided with an open hole (e.g., an attached Figure 6 as shown), and / or constructed with an upper section retaining wall consolidation body (e.g. attached Figure 1 , Attachment Figure 2 , Attachment Figure 3 , Attachment Figure 4 , Attachment Fig.17 , attached Fig.21 (with a consolidated body for the upper section of the retaining wall) as shown and attached Fig.26 (with a spiral-wing outer consolidated body in the diameter-expanding section) as shown), and / or a casing is installed; wherein, when a consolidated body for the upper section of the retaining wall is constructed, the diameter of the outer consolidated body is greater than the diameter of the consolidated body for the upper section of the retaining wall, which is greater than the diameter of the drill bit for the second drilling of the pilot hole, which is greater than the diameter of the wormhole consolidated body (this sentence expresses a continuous inequality of the a > b > c > d type); when a casing is installed, the diameter of the drill bit for the second drilling of the pilot hole is less than the inner diameter of the casing, which is less than the diameter of the outer consolidated body (this sentence expresses a continuous inequality of the a < b < c type); when the upper section is an open hole, when an open hole is provided in the upper section, the diameter of the drill bit for the second drilling of the pilot hole is less than the diameter of the open hole, which is less than the diameter of the outer consolidated body (this sentence expresses a continuous inequality of the a < b < c type). It should be noted that when a hole-expanding drill bit (such as a single-eccentric, double-eccentric or counter-expanding hammer head, or an umbrella-shaped hole-expanding drill bit, etc.) is used for the second drilling of the pilot hole, the diameter of the outer edge of the hole-expanding drill bit is still regarded as the diameter of the drill bit for the second drilling of the pilot hole. Attached Fig.19 If the second drilling is not carried out, it does not belong to the present utility model. Attached Fig.14 Although it is a case where the second drilling of the pilot hole is not carried out, it belongs to the second situation of the present utility model. The diameter of the drill bit for drilling the second pilot hole (in other words, the diameter of the second pilot hole B) is smaller than the casing diameter and smaller than the open hole diameter, for example Figure 6 as shown in the third figure from the right in the right three figures. The non-expanded section is the non-diameter-expanding section, that is, the upper section is the overlying formation section. An open hole refers to a pilot hole in which a consolidated body for the upper section of the retaining wall is not constructed and a casing is not installed. Allowing the upper section to be an open hole has strict conditions, and the hole wall should be hard clay or relatively intact rock and other formations that are not prone to collapse. In the same anchor hole, a consolidated body for the upper section of the retaining wall, an open hole, and a casing are allowed to exist simultaneously in a segmented form. Among them, the consolidated body for the upper section of the retaining wall and the (diameter-expanding section) outer consolidated body are poured and constructed simultaneously, and the pouring materials and grades are the same; it is also possible that the inner consolidated body in the upper section and the (diameter-expanding section) inner consolidated body / interstitial consolidated body / outer consolidated body of the membrane bag are poured and constructed simultaneously, and the pouring materials and grades are also the same. The concepts of an open hole and a blank hole are different; when an open hole / consolidated body for the upper section of the retaining wall / casing is provided, the upper section may either be poured to form a consolidated body (including the possibility of the inner consolidated body in the upper section), or remain a blank hole

[0067] The diameter in the contracted state refers to the diameter of the hole-expanding drill bit in the contracted state. The drill bit is a drill bit specifically used for drilling the pilot hole or for hole expansion, including non-hole-expanding drill bits and hole-expanding drill bits. The hole-expanding drill bit is usually a mechanical drill bit, such as an umbrella-shaped hole-expanding drill bit, attached Fig.28The pressure-type hole-enlarging drill bit shown in the figure; the second grouting of the present application is implemented by a post-grouting tube that can grout a high-grade consolidating agent, rather than the "grouting drill bit" described in CN110306549A. In the second grouting process of the present application, grouting is only for grouting, and there is no drill bit. The drill bit is only used in the previous second drilling guide hole process. On the other hand, the drill bit is only used for drilling, and there is no grouting. In order to achieve a high-strength consolidated body, the drilling process and the grouting process each do their own things, and the drill bit and the grouting tube each have their own functions and cannot be confused. From the attached Fig.28 It can be seen that the drill bit and grouting in the second drilling and second grouting stage of the utility model have nothing to do with each other. If they are confused and the two tasks of drilling and grouting are mixed up, it is bound to be impossible to complete the pouring of high-grade consolidating agent, that is, it is impossible to form a high-strength consolidated body; from the perspective of the second drilling guide hole process itself, in the case of a casing, the casing is the casing, and the drill bit is the drill bit, each has its own function and role, the casing is only responsible for protecting the wall, and the drill bit is only responsible for drilling or expanding the hole. If they are confused and the two tasks of drilling and protecting are confused, and the two tools are mixed into a "drill bit and casing", then after the "drill bit and casing" are withdrawn, it will not be able to protect the wall, and it will not be able to go down smoothly in the subsequent anchoring process. Anchors cannot be used, and high-grade consolidating agents cannot be smoothly injected into the anchor holes. More specifically, if a tubular coring drill bit (CN110306549A does not introduce the specific structure of the "hole-forming sleeve", and it is speculated that it is equivalent to a tubular coring drill bit in terms of its function) is used for coring drilling, it is necessary to repeatedly enter and exit the anchor hole to cycle through the core drilling and coring work. In this way, each time the anchor hole is exited, it is inevitable that wall protection measures are missing, resulting in the collapse of the hole wall, and the interconnection and inability to isolate the hole wall strata and the mud, quicksand, and consolidating agent slurry in the guide hole, thereby preventing the anchoring and the second injection work from being carried out normally. Therefore, the problems solved by the utility model and CN110306549A are fundamentally different, the drilling and injection methods are fundamentally different, the structural settings are also fundamentally different, and the effects are also fundamentally different. When the casing has a pipe shoe, the inner edge diameter of the casing is the inner edge diameter of the pipe shoe.

[0068] During the writing process of this application, the applicant retrieved the patent with publication number CN110306549A and found that the construction steps of the method are relatively close to the applicant's idea of ​​solving the above-mentioned problem. However, the problem that needs to be solved by the method is: "For pebble sand formations, formations with abundant groundwater, and formations involving cavities in limestone areas, after the drilling step is completed in these formations, due to the large gaps between the soil in the formations, when the next grouting step is carried out, the grouting slurry will quickly penetrate into the gaps in the formations, resulting in serious mud loss, so that even if the grouting time is longer, the overflow state cannot be reached, resulting in a large amount of mud waste and project delays. This needs to be improved", that is, what needs to be solved is the problem of preventing leakage and waste of cement slurry, which is completely different from the problem that the present application needs to solve; what the present application needs to solve is the molding defects and low strength problems of the self-contained rotary grouting anchor cable and the method of first planting reinforcement and then rotary grouting, as well as the problem of "shell separation" at the side of the bladder-type anchor body, resulting in the ineffective transmission of frictional resistance between the anchor body and the lateral rock and soil hole wall, and the problem of collapsed holes causing the anchor bars to be wrapped by collapsed objects and the bladder bag to be unable to expand; the applicant of the CN110306549A patent did not realize the existence of the problems described in the present application in the field, and did not propose solutions to the problems described in the present application. Although the present application also submits a solution to the problem of low side friction coefficient of traditional cylindrical consolidation body by changing the diameter of the outer consolidation body, the purpose and focus of the present application are still to solve the consolidation body forming and strength of the rotary grouting anchor and the "shell separation" problem of the capsule anchor. The essential features of the present application will still be the second drilling of the guide hole and the second pouring, that is, the special type of features. Therefore, the present application is still submitted with the special type as the main claim feature. In other words, although some method features of the CN110306549A patent can be similar, it is precisely because of the different goals that there are still substantial differences in structure (several "greater than", "less than" and one "fixed" in the structural features of the upper and lower texts), which does not affect the creativity of the present application in solving the problems raised by the present application in the field with the special structure and method as a whole. All "greater than" and "less than" in the present application are actually "greater than or equal to" and "less than or equal to" in theory, but they are not equal in actual effect. The present application submits features according to the actual effect.

[0069] Compared with the expansion section, the upper section wall consolidation body has a "non-expansion" property, but the upper section wall consolidation body is different from the wormhole consolidation body (for example, the diameter of the wormhole consolidation body formed after the drill with a diameter of 5 to 9 cm drilled through the rock and soil is 5 to 9 cm or slightly larger than 5 to 9 cm, such as 6 to 10 cm), that is, the diameter of the upper section wall consolidation body is usually larger than the diameter of the guide hole drilled in one time (that is, the diameter of the wormhole) (for example, the diameter of the consolidation body produced by the jet pressure of 10 MPa using a jet grouting drill with a diameter of 5 to 9 cm is 20 cm), and it can usually be achieved by the jet jet ejected from the nozzle on the nozzle of the jet grouting drill rod; although the upper section wall consolidation body can theoretically also be achieved by drilling with a larger diameter (for example, the diameter of the drill with a diameter of 200 ~300mm) plus grouting method, but it is not economical after all (for example, the use of a 50mm diameter rotary jet of a rotary jet drill rod to achieve an upper section wall consolidation body with a diameter of 200 to 300mm is more efficient), so the rotary jet method can usually be used to achieve it, unless the conventional rotary jet is basically ineffective in rocks and hard clays, so drilling and expanding holes require purely mechanical means; it should be noted that the wormhole consolidation body is a consolidation body formed by the drill rod (including the "hole-forming sleeve" described in the CN110306549A application) and the drill bit itself in the rock and soil body (excluding the effect of the rotary jet), and the wormhole consolidation body is easy to find when the entire length of the anchor body is an expanded diameter section and the nozzle is lifted faster to form a spiral consolidation body (for example, the attached Fig. 20 As shown), sometimes it can be found in the center of the cross section of the upper part of the cylindrical rotary jet consolidation body (the inner core consolidation body is a consolidation body of pure consolidating agent, and the outer layer consolidation body is a consolidation body of cement sand / cement soil. The two are different in composition and color, and the two are concentric circles); when the second pilot hole is drilled, the consolidation body formed after the drill bit itself in the rock and soil body is filled with consolidating agent is from front to back / from bottom to top (expanded diameter section) inner core consolidation body and upper section inner core consolidation body; unless a larger diameter hole is drilled by purely mechanical means, the upper section wall consolidation body will have a small amount of diameter expansion compared to the wormhole (for example, a 15MPa rotary jet can be used to produce a consolidation body with a diameter of 300mm), which is larger than the diameter of the wormhole consolidation body and the diameter of the second pilot hole B, that is, the diameter of the upper section inner core consolidation body.

[0070] For anchor bodies (including cylindrical consolidation bodies) whose entire length is an expanded diameter section, especially spiral consolidation bodies (including serrated spiral consolidation bodies), there will be no upper section wall protection consolidation bodies. The consolidation bodies formed by the prior art after the rotary jet construction are only spiral wing consolidation bodies (when the lifting is slow, the spiral wings overlap each other to form a cylinder) and wormhole consolidation bodies. The wormhole consolidation body has a smaller diameter and thus a weaker connection with the spiral wing consolidation body, and is prone to breakage at the connection under the tension of the anchor bar; therefore, it is necessary to use a drilling machine to break up the wormhole consolidation body and the spiral wing consolidation body in the center, that is, to drill a guide hole for the second time, so as to reconstruct the inner core consolidation body (for example, a friction / bonding inner core consolidation body with a diameter of 200 mm, for example, an attached Figure 1 As shown in the figure, that is, the diameter of the second drilling guide hole B (i.e., the inner core consolidation body at the non-expanded part) must be larger than the diameter of the wormhole consolidation body to a certain extent, for example, Fig. 20 , Attachment Figure 1 To Attachment Figure 5 , Attachment Figure 7 , Attachment Fig. 27 As shown, only in this way can the connection between the inner core consolidation body and the spiral wing become firm, so that the relatively high anchor tension can be transmitted to the outer layer consolidation body through the inner core consolidation body, and then transmitted to the rock and soil body of the side wall through the outer layer consolidation body; in some cases (such as pure mechanical drilling and reaming), it may be less than or equal to the diameter of the first drilled guide hole, such as the attached Figure 6 As shown, it is not economical and is not within the technical solution of the utility model. Therefore, this feature of the utility model (the diameter of the second drilling guide hole B is larger than the diameter of the wormhole consolidation body) is not available in other methods. This feature plays a key role in ensuring the effectiveness and reliability of the connection between the spiral wing consolidation body (outer layer consolidation body) and the inner core consolidation body, and plays an important role in improving the anchoring force of the anchor body of the utility model to a certain extent compared with the existing technology.

[0071] For the anchor body of the expanded diameter section, the outer layer of the consolidation body provides protection (environmental isolation) for the construction of the inner core consolidation body; however, for the non-expanded diameter section, it is also necessary to provide environmental isolation for the construction of the inner core consolidation body. When the overlying stratum is difficult to stabilize itself, it is necessary to set an upper section wall protection consolidation body between the second drilling guide hole B and the first drilling guide hole A to provide a wall protection effect (for example, the attached Figure 1 To Attachment Figure 4 as shown), or setting casing for wall protection (i.e. isolating the easily collapsible strata overlying the outer consolidation body and removing them in time when the second injection is carried out, such as the attached Figure 5 To Attachment Figure 7As shown), there are also special cases. For example, if the original stratum has good self-stability (such as old clay and medium-weathered rock layer), there is no need to set casing or upper section retaining wall consolidation body. It is only necessary to make the diameter of the second drilling guide hole B smaller than the diameter of the first drilling guide hole A. The feature settings in the above three cases are based on the fact that when the second drilling of the guide hole, the drill tool passes through the upper section retaining wall consolidation body, or passes through the casing, or passes through the open hole of the first drilling guide hole A. These three features all prove that when the second drilling of the guide hole, a drill tool (or foldable hole expanding machine) with a smaller specification than the upper section retaining wall consolidation body, the casing, and the open hole is used, and it is ensured that the upper stratum environment prone to collapse is isolated from the second grouting construction. It is opened, thereby ensuring the quality of the second grouting and achieving the high strength goal of the inner core consolidation body. These characteristics are also not possessed by any other construction method, and play a key role in ensuring the formation of the inner core consolidation body by the second grouting; and, more importantly, after the casing of the utility model is implanted into the upper section of the stratum through the first drilling guide hole, it is fixed and will not be used for drilling. It is only used for the wall protection of the easily collapsed stratum and is not pulled out from the anchor hole until the second drilling of the guide hole is completed and the second grouting is performed. This feature ensures the separation of the environmental medium from the medium of the second grouting, and also ensures that the low-grade cement slurry and stratum collapse materials that have entered the stratum in the first grouting will not flow back into the second drilling guide hole B due to the withdrawal of the casing. Although the "borehole sleeve" in CN110306549A is provided for the purpose of reducing the loss of cement slurry into the formation during the grouting process, the "borehole sleeve" is in the process of repeatedly entering and exiting the anchor hole due to multiple drillings and withdrawals. This will inevitably cause the cement slurry to continue to leak into the formation during the withdrawal of the "borehole sleeve", and it is also inevitable that the mud, cement slurry and formation collapse materials that have been poured into the formation will flow back into the anchor hole. If this application also adopts this type of "borehole sleeve" that can enter and exit the anchor hole at any time, it is bound to cause the low-grade consolidating agent that has entered the formation during the first grouting to flow back into the guide hole B drilled for the second time, or the high-grade consolidating agent that has been poured into the anchor hole for the second time to leak into the formation, which will endanger the quality of the second grouting and cause the second grouting to be unqualified.

[0072] Although the name of the "sleeve" in CN110306549A is similar to the casing in the present application, according to the original text of the patent application, the "sleeve" is essentially a "hole-forming sleeve" (i.e., a drilling tool for drilling holes). Although it is also used as a passage for mud, cement slurry, "rotary jet grouting", "grouting drill bit", "anchor body and grouting pipe", there is no description of using the "sleeve" to separate different consolidating agents / consolidating bodies in the patent application, nor is there any record of any other structure for separating consolidating agents of different orders (in fact, the patent application does not separate consolidating agents of different orders at all. The "hole-forming sleeve" in the patent application is used for drilling holes. The invention can perform alternating and repetitive forward and backward movements at any time, proving that the applicant of the patent has no subjective intention to use the "sleeve" to separate different consolidating agents). In addition, the patent application also specifically points out in the claims: "According to the anchor cable construction method in the support engineering described in ..., it is characterized in that the cement slurry is PO42.5R cement slurry with a water-cement ratio of 1:1". It can be seen that the applicant of the patent did not realize that in order to ensure the pouring quality and high strength of the inner core consolidation body, the types of consolidating agents in different pouring sequences should be different, and did not realize the need to separate the consolidating agents in different pouring sequences, that is, the applicant of the patent has never encountered / proposed / thought about how to separate the consolidating agents in different pouring sequences. The consolidation agents of different grouting sequences are separated and isolated to form consolidation bodies with different functions and how to reasonably transmit the anchoring force; and the upper section wall protection consolidation body / casing in the present application (or the uncased open hole measure when the overlying stratum can be self-stabilized), the second drilling of the guide hole is to use a special drill pipe drill bit instead of a casing, the drill bit diameter used for drilling the second guide hole (i.e. the diameter of the second drilling guide hole B, which is also equivalent to the diameter of the upper section inner core consolidation body) is larger than the wormhole consolidation body diameter, smaller than the upper section wall protection consolidation body diameter, smaller than the casing inner diameter, smaller than the open hole inner diameter, and the common casing is fixed after implantation. These features are essentially used to fix the upper section hole wall stratum (i.e. the outer layer consolidation body The purpose is to isolate the environment of the first injection and the second injection of consolidating agents in time and space, so as to ensure the injection quality and high strength of the inner core consolidation body to achieve good transmission and diffusion of the anchoring force from the inner core to the outer layer. The "sleeve" in CN110306549A cannot isolate the consolidating agents of different numbers and cannot distinguish between the inner core consolidation body and the outer layer consolidation body due to repeated entry and exit of the anchor hole. Therefore, the "casing" of the present application and the "sleeve" of the patent application are obviously not the same / same type of structure; moreover, the structure proposed in the present application is different from the sac structure of the existing technology and overcomes the fatal defects of the sac.

[0073] It should be noted here that, in order to achieve good sprayability, rotary jet grouting uses cement slurry with a high water-cement ratio (for example, 1:1); and for the inner core consolidation body of the present application, if cement slurry is used as a consolidating agent, cement slurry with a low water-cement ratio (for example, 0.45:1) needs to be used, otherwise the strength of the inner core consolidation body cannot be guaranteed at all, and special grouting materials, i.e., consolidating agents with composite components, such as non-shrinkage grouting materials, are usually used, which are completely different from the materials of rotary jet grouting; and, the necessary features of the present application include that the construction and consolidation of the outer layer consolidation body and the inner core consolidation body are implemented in a time-sharing manner in a front-to-back sequence, otherwise it is difficult to achieve direct bonding of the two consolidating agents without mixing with each other. The consolidating agents poured in CN110306549A are mixed with each other without achieving spatial distinction or isolation. Therefore, although multiple pourings are carried out, there is only one kind of pouring material (i.e. 1:1 cement slurry). The purpose of multiple pourings (and multiple advance and retreat of the "sleeve") is only to "fill the seeping slurry part" and "avoid the loss of slurry".

[0074] It should also be explained here that the purpose of the second drilling or hole expansion of the utility model is to create an independent / closed clearance environment for anchoring and pouring that is completely separated from the surrounding rock and soil inside the consolidated body (i.e., the outer consolidated body) formed by the first pouring, in order to achieve a high-strength inner core consolidated body through the second pouring (only low-pressure or ultra-low-pressure pouring, filling-type pouring is required), rather than providing a grouting pipe channel for the so-called "second rotary jet grouting" or "second high-pressure splitting grouting" or even "third high-pressure splitting grouting", nor is it to "fill the leaking part" in the leaking stratum! The second rotary jet grouting proposed in a certain patent is actually just a re-spraying, which can only expand the diameter of the rotary jet pile a little bit or mix the cement soil a little bit finer and more evenly, and the attached Fig.19 The defects of the traditional rotary grouting consolidation body shown in the figure are only compensated to be closer to a cylinder. It is unable to separate the consolidation body of the second grouting from the consolidation body of the first grouting into two parts (with different strengths) inside and outside. The second or even the third so-called "high-pressure" grouting can only flush out some slurry veins or fill some shrinkage joints in the consolidation body of the first grouting (see Appendix). Fig.18 As shown in the figure, it is also impossible to separate the consolidated body of the second grouting from the consolidated body of the first grouting into two (different strength) parts. It is very likely that the ultra-high pressure jet is used in the second drilling or expansion process of the utility model, but it is not used in the second injection. The "secondary drilling and grouting process" of CN110306549A is to "fill grout" into the stratum, but it is not to separate and isolate the consolidated agent of the first injection and the consolidated agent of the second injection, thereby achieving high strength of the inner core consolidated body, which is to be achieved by the second drilling of the guide hole of the utility model.

[0075] Of course, in addition to embedding drill teeth and installing it on a drilling rig to directly drill into the formation, the present application can also use the bottom step of the drilling bit that drills the guide hole (such as the impact drill of a down-the-hole drill) to synchronously carry the casing into the formation, or follow the drilling bit through other power sources to vibrate / impact into the formation (such as steel sheet pile construction machinery, pipe rolling machines, etc.). The pipe can be pulled out by a hydraulic pipe pulling machine, a drilling rig reverse impact pulling, a vibrator or a top drive vibration pulling, and so on.

[0076] When the upper section retaining wall consolidation body is constructed, drilling through the upper section retaining wall consolidation body formed by the first grouting will cause the hole wall to collapse, endangering the second grouting construction. When the upper section is a bare hole, that is, the upper section retaining wall consolidation body and casing are not set, that is, the overlying stratum can be self-stabilized, whether it is a non-expanded section / upper section (or overlying stratum section) or an expanded section, it is still necessary to limit the second drilling guide hole B to the range of the first drilling guide hole A. If it exceeds the edge of the first drilling guide hole A (that is, drilling the original stratum hole wall located on the side that is inherently self-stabilized and has not collapsed), the rock and soil debris generated will be mixed into the anchor hole and become environmental impurities during the second grouting, affecting and destroying the high strength of the inner core consolidation body to be formed by the second grouting.

[0077] And / or, the outer layer consolidation body has a shape including spiral / spherical / conical / conical / stepped or inverted stepped / towered / cup-shaped, and the spiral shape includes a sawtooth spiral, a tower spiral (for example, Fig.26 As shown); the spiral outer layer consolidation body is for example attached Fig.26 , Attachment Fig. 27 The spiral wing consolidation body with constant diameter or variable diameter is shown. Figure 1 The outer consolidation body shown is an inverted step shape. Figure 2The inner core consolidation body shown is a stepped shape. In some fields, such as the field of drilling tools, the sawtooth spiral shape can also be called a corrugated shape, but in fact, the two are essentially different. The crests and troughs of the corrugated shape are discontinuous, but the crests of the sawtooth spiral are continuous to form a large-diameter spiral, and the troughs are continuous to form a small-diameter spiral. In theory, a spherical consolidation body can be achieved through permeation grouting and high-pressure grouting (including in fully / strongly weathered rock formations of bulk structures), or a roughly spherical consolidation body or a nearly frustum-shaped consolidation body can be achieved through rotary grouting and multiple jet expansion (when the rotary grouting process has the ability to cut the formation) or pressure control. The frustum-shaped consolidation body refers to the outer edge of the outer consolidation layer in the longitudinal section, which is a trapezoidal shape that is small in the front and large in the back, usually a frustum-shaped cone. The sawtooth spiral shape refers to the outer edge shape of the consolidation body in the longitudinal section. Although the shape of the sawtooth spiral in the longitudinal section is similar to corrugation, it is not the corrugation shape described in the present application. The sawtooth spiral shape can be realized by the nozzle arrangement described in the present invention. Strictly speaking, the sawtooth spiral shape is also a kind of spiral shape. However, in the present application, the sawtooth spiral shape needs to be distinguished from the previous spiral shape and corrugation shape. The sawtooth spiral consolidation body (for example, the attached Fig. 20 As shown in the figure, the soil between the spiral blades of the conventional spiral consolidation body is replaced by a spiral consolidation body of smaller diameter. The conventional spiral consolidation body has only one diameter of spiral wings, while the sawtooth spiral consolidation body has two or more diameters of spiral consolidation bodies, for example, two or more spiral wings of different diameters are arranged side by side and spaced from each other; the corrugations of the corrugated consolidation body are not connected / intersected with each other, and the corrugated consolidation body, for example, is attached Fig.21 The inner core consolidation body shown in the figure. In the conventional spiral consolidation body, the wing plates of the same diameter are connected to form a spiral wing, for example, Fig.19 As shown. The positive step-shaped, i.e., the gradually increasing diameter expansion section, is generally used in the case of shallow anchor holes, while the inverted step-shaped, i.e., the gradually decreasing diameter expansion section, is generally used in the case of deep anchor holes. Fig.24 , Attachment Fig.25 In the case of the multi-stage inverted step shape shown in the figure, the pressure can be adjusted manually, or by the method of rotary spraying and multiple spraying, or by the method of setting the pressure size change by computer programming. Fig.26 , Attachment Fig. 27 The spiral wing consolidation body with constant or variable diameter shown is attached Fig.26 It is in the shape of a tower spiral.

[0078] And / or, the shape of the inner core consolidation body includes spiral / corrugated / conical column (for example, attached Figure 3 To Attachment Figure 6 shown) / cup-shaped (e.g. Figure 7 The spiral shape can be any type. The cone-shaped column shape refers to the situation where the two ends are pointed or one end is pointed and the middle part is a column, such as the attached Figure 3 To Attachment Figure 6 The spiral inner core consolidation body can be realized by using a spiral drill, a central eccentric down-the-hole hammer and other drilling tools, or by inserting a prefabricated part with a spiral shape (such as an attached part) before the outer layer consolidation body is consolidated. Fig.19 Similarly, the corrugated inner core consolidation body can be achieved by inserting a corrugated tube before the outer layer consolidation body is solidified and then pouring grout into the tube, or by inserting a prefabricated part with a corrugated tube outer jacket, or by inserting a prefabricated part with the corrugated tube outer jacket removed, or by drilling a secondary hole after the outer layer consolidation body is solidified and then inserting the corrugated inner core and finally pouring grout into the gap; cylindrical, conical cylindrical, and conical inner core consolidation bodies can be obtained by drilling and reaming in the outer layer consolidation body through drilling tools such as umbrella-shaped reaming drill bits and telescopic reaming drill bits, and then pouring.

[0079] And / or, the diameter of the membrane bag type umbrella-shaped enlarged head is larger than the diameter of the casing, the diameter of the upper section wall protection consolidation body, and the diameter of the bare hole; the guide hole is the guide hole A drilled for the first time or the guide hole B drilled for the second time. The casing is a temporary wall protection measure, which will be removed before / during / after the pouring process of the inner core consolidation body; and the upper section wall protection consolidation body is a permanent wall protection shell formed by drilling a second guide hole in situ of the first drilled guide hole after the outer layer consolidation body is poured and consolidated. The vortex jet pressure of the upper section wall protection consolidation body is smaller than the vortex jet pressure of the outer layer consolidation body of the expansion section, for example, the former is 15MPa, and the latter is 45MPa. The diameter of the consolidation body constructed by the former is 30cm, and the diameter of the consolidation body constructed by the latter is 60cm. In this way, when the diameter of the second drilled guide hole is 200mm, the theoretical wall thickness of the upper section wall protection consolidation body is 5cm. The setting of the casing and the upper section wall consolidation body is to provide isolation for the construction of the inner core consolidation body of the expansion section from the easily collapsed upper strata, so as to ensure the pouring quality of the inner core consolidation body; the outer layer consolidation body of the expansion section, in addition to providing an isolation environment for the construction of the inner core consolidation body, also plays the role of transmitting and diffusing the anchor bar force. Of course, for the upper strata that are not easy to collapse / neck, such as hard clay layers and mudstone layers, both can be omitted; and a relatively large-diameter drill can be used to drill the first guide hole and expand the expansion section, and then pour low-strength concrete until the hole mouth, and then a relatively small-diameter drill can be used to drill the second guide hole, so that the protective shell of the upper section wall consolidation body can be formed. The non-expanded section can have an inner core or not. When an inner core is provided, it can be poured together with the inner core of the expansion section, or it can be poured separately with consolidating agents of different design strengths, and the utility model does not limit it. The casing diameter and the upper section wall consolidation body diameter both refer to the outer edge diameter.

[0080] And / or, the post-injection device includes a post-injection pipe; the post-injection pipe can use any form of grouting / concrete pipe, jet jet drill pipe, etc. When the inner core consolidation body is a prefabricated part and it is selected to drill / expand the hole for implantation after the outer layer consolidation body is consolidated, the post-injection pipe also needs to be installed. The post-injection pipe can be attached or not attached to any component as needed. The front end and the grout outlet of the post-injection pipe can be set at any position in the anchor hole, and any number of post-injection pipes and their grout outlets can be set.

[0081] And / or, a vibration device is also provided; the vibration device includes but is not limited to a vibration rod, a vibration motor, a vibration tube, a vibration rod, an ultrasonic vibration generator, etc. The vibration device can be installed at any position of the hole mouth or the bottom of the hole or the anchor hole. The vibration device can be disposable or recyclable. It can be pre-installed on the inner anchor head / anchor bar and implanted into the anchor hole together with the anchor bar cage, or it can be inserted into the anchor hole after the anchor bar is implanted. The vibration device is used to eliminate air pockets and attached bubbles inside and outside the corrugated pipe, so as to achieve the purpose of vibrating and compacting the consolidation materials inside and outside the corrugated pipe.

[0082] And / or, the front part of the bellows is connected to the inner bearing plate / guide cap, and the rear part of the bellows is connected to the anchor bar; the connection here includes but is not limited to threaded connection, pin connection, bonding, hot pressing and the like, and the connection may be that the bellows is connected to multiple components at the same time, and may be a direct connection or an indirect connection, and the connection includes but is not limited to fixed connection, one-way fixed connection, movable connection and the like, and usually fixed connections are the majority, such as threaded connection / welding / fusion / pin shaft / binding and the like. The diameter of the bellows may be the same as that of the inner bearing plate, or may be larger or smaller than the inner bearing plate. The inner bearing plate includes an expandable inner bearing plate (for example, a single-layer / multi-layer anchor plate that is expandable by lateral rotation. The front and rear ends of the bellows may be closed or not.

[0083] And / or, a mesh cage is also arranged at the outer edge of the inner core consolidation body, the front end of the mesh cage is connected to the guide cap and / or the inner bearing plate, and the rear end is connected to the anchor bar; the mesh cage can be a wire mesh, a steel mesh, or a fiber reinforced material mesh, such as a basalt fiber reinforcement mesh, and its purpose is to enhance the axial compressive strength of the junction between the inner core of the expanded body section and the outer layer of the consolidated body, so as to reduce or prevent the generation of longitudinal cracks in this part, and its setting method and time can be implanted together with the anchor cable, or implanted at a later step, and the connection with the guide cap, the inner bearing plate, and the anchor bar is not limited to the connection method, usually a fixed connection such as binding / pin / screw connection / welding, etc. The mesh cage is such as a wire cage with a diameter smaller than the diameter of the non-expanded section. Especially for some high-carbon practices such as 200-300 mm drilling, it is better to have a reinforcement at a position relatively far away from the anchor bar than not, although such a small-diameter wire cage does not play a role. Only one of the mesh cage and the corrugated tube can be set, or they can be set at the same time; the mesh cage must not block the mutual adhesion of the inner core solid body and the outer layer solid body, the mesh cage cannot be a film bag, and the mesh cage cannot have the function of a film bag. This prerequisite must be met, otherwise the mesh cage shall not be set.

[0084] And / or, a sub-carrier is also provided on the anchor bar; the sub-carrier can be provided on both the expanded diameter section and the non-expanded diameter section of the anchor bar. For sub-carriers, measuring tools and other components not described in this application, please refer to the applicant's previous application.

[0085] And / or, the anchor bar is also provided with a protective sleeve; the anchor bar can be provided with a protective sleeve such as PE / PVC over the entire length (for example, behind the inner bearing plate) or partially, usually for the non-expanded section. Figure 1 , Attachment Figure 2 , Attachment Figure 3 As shown; the protective sleeve can be installed on each anchor bar individually, or on the entire anchor bar cage, and at the same time, anti-corrosion grease or consolidating agent can be filled between the anchor bar and the protective sleeve for anti-corrosion.

[0086] And / or, the prefabricated component is a prestressed component; the prestressed component here means that the prestressing has been completed before the anchor hole is implanted, or the grouting and sealing of the prestressed tendon duct has been completed at the same time.

[0087] And / or, a measuring tool is also provided; for details, please refer to the description and definition of the measuring tool in the applicant's previous application for the umbrella-shaped enlarged head anchor series.

[0088] And / or, an umbrella-shaped expansion structure and an expansion tool are also provided; or at the same time, a membrane bag is provided on the outer cover of the umbrella-shaped expansion structure. The umbrella-shaped expansion structure in the present application includes but is not limited to all umbrella-shaped steel cage expansion heads, umbrella-shaped expansion heads, umbrella-shaped expansion structures, umbrella-shaped expansion devices, umbrella-shaped expansion equipment, and other umbrella-shaped / conical / inverted-conical anchoring structures previously applied for by the applicant. The expansion tool includes various locking and unlocking devices for umbrella cages, impact pestles, spiral rods / tubes, etc., which are used for the expansion of the umbrella-shaped expansion device in the anchor hole. For details, please refer to the applicant's series of previous applications. In some special cases, such as when the waterproof effect provided by the outer layer of the consolidation body is poor, and no water-resistant measures such as fiber concrete or underwater non-dispersible concrete are taken, in order to ensure the pouring quality of the umbrella-shaped expansion head, a membrane bag is used. The membrane bag is not limited in material. For details, please refer to the description and definition of the membrane bag in the applicant's series of previous applications.

[0089] Furthermore, when the first drilling guide hole and the second drilling guide hole share a casing, the casing is fixed in the anchor hole from the end of the first drilling guide hole to the end of the second drilling guide hole; when the second drilling guide hole is independently provided with a casing, the outer diameter of the casing is greater than the diameter of the wormhole consolidation body;

[0090] And / or, a high-pressure nozzle and a low-pressure nozzle are provided on the nozzle used to construct the outer layer of consolidation body; and the high-pressure nozzle and the low-pressure nozzle are located on the same cross section of the nozzle, or on the same longitudinal section of the nozzle and on the same side of the nozzle; the nozzle is the part of the front end of the rotary jet drill pipe that can spray cement slurry, and is usually detachably fixedly connected to the standard section of the rotary jet drill pipe. In the present application, high-pressure nozzle and low-pressure nozzle are only relative concepts and do not involve specific pressure classifications, such as high pressure of 45MPa and low pressure of 25MPa; when the high-pressure and low-pressure nozzles are located on the same cross section of the nozzle, or when the high-pressure and low-pressure nozzles are arranged in a straight line / staggered along the longitudinal direction on the nozzle, and when the rotation speed and speed-up of the nozzle are controlled so that the trajectories of the jets from each nozzle do not overlap, a jagged consolidation body with alternating peaks and valleys can be created in the surrounding rock soil layer. Otherwise, the shape of the outer layer of consolidation body is only spiral, and the characteristics of the spiral consolidation body are The wave crest is flat and wide, and the wave trough (i.e., between the spiral blades) is filled with soil. This feature seriously damages the longitudinal tensile and compressive strength of the entire enlarged head. However, the low-pressure nozzle added by the utility model can cut, chip, and stir the wave trough soil into a wave trough consolidation body with a smaller diameter. This can not only solidify the soil in the wave trough and enhance the longitudinal tensile and compressive properties of the outer layer of the consolidation body, but also achieve mutual engagement between the outer layer of the consolidation body and the surrounding rock soil. The stress-bearing performance is much better than the mutual friction between the cylindrical consolidation body and the surrounding rock soil produced by the traditional rotary grouting process. High and low pressure nozzles can be cement slurry nozzles (i.e., cutting, cutting, and mixing are completed at one time), or water nozzles (i.e., cutting surrounding rock and soil, cutting rock and soil blocks, and mixing rock and soil debris are completed in two steps. After the rock and soil hole wall is cut and formed, the subsequent injection of consolidating agent to replace and fill the mud can be carried out. The subsequent injection can use a nozzle with a lower pressure than the low pressure nozzle (referred to as ultra-low pressure in this application, which is different from the name of the injection grade pressure in the applicant's previous application) for injection / discharge grouting of the consolidating agent, such as 5-10MPa), or chemical slurry nozzles, etc. The cross section refers to the section perpendicular to the longitudinal axis (i.e., the central axis) of the jet jet drill pipe.

[0091] When the high-pressure nozzle and the low-pressure nozzle are located in different cross sections and on different longitudinal sections, it is difficult to control the time and space coordinates of the rotation, which easily leads to the trajectories of the high-pressure jet and the low-pressure jet being close to each other or even overlapping, so it is difficult to achieve a precise sawtooth spiral. The utility model stipulates that only a single nozzle can be used, that is, only one nozzle can be used for each pressure level, and double nozzles / triple nozzles cannot be used, that is, no matter whether the nozzles are arranged on the opposite side or in the vertical direction (Appendix Fig.16 The nozzle arrangement mode is the opposite side arrangement), and two or more nozzles cannot be used for the same pressure level, otherwise the trough of the consolidated body will be raised to become the peak of the consolidated body, and the sawtooth spiral consolidated body cannot be produced; but the single nozzle of the utility model can be a concentric double nozzle, a concentric triple nozzle, etc. (for example, an air-water nozzle, an air-slurry quick-setting agent nozzle, etc., attached Fig.15 The high-pressure nozzle and low-pressure nozzle shown are both air-slurry dual nozzles). It is necessary to remind technical users that although the high-pressure nozzle and the low-pressure nozzle can be supplied with medium by the same injection pump and the jet pressure can be controlled by the nozzle size, the flow rate will be greatly affected in this way. Therefore, it is still recommended to supply the same medium by different injection pumps.

[0092] and / or, the drilling tool used for the second drilling of the pilot hole / the second expansion hole is a spiral drilling tool and / or an expansion drilling tool and / or an ultra-high pressure water jet, and / or the mold used for prefabricating the inner core consolidation body is a spiral mold / corrugated mold; the drilling tool used for constructing the inner core consolidation body is the drilling tool for drilling the second pilot hole / expansion hole, such as the eccentric hammer head or attached hammer used by the down-the-hole drilling rig. Fig.28 The hammer head shown, or the milling reamer used by the rotary drill (such as the reverse circulation drill), etc., the construction method at this time is drilling / reaming and then pouring, and the post-pouring pipe can be specially arranged or can be concurrently / carried by the drill. The mold may be a bellows, but the bellows has been removed before being implanted in the second drilling guide hole B.

[0093] And / or, the front end of the bellows is closed; the rear end is closed and provided with an exhaust pipe / exhaust hole, the exhaust pipe extends backward to form an anchor hole; the exhaust pipe / exhaust hole is the slurry discharge pipe / slurry discharge hole. The front and rear ends can be closed by using a guide cap, a front frame plate, a rear frame plate, etc., or by using a bladder / membrane bag.

[0094] And / or, the rear perfusion tube includes a perfusion tube inside the membrane bag and a perfusion tube outside the membrane bag; the inner core consolidation body includes a membrane bag outer consolidation body and an inner core enlarged head consolidation body; or at the same time, the strength of the membrane bag outer consolidation body is higher than the outer layer consolidation body but lower than the inner core enlarged head consolidation body; in this case, the inner core enlarged head consolidation body is the membrane bag inner consolidation body, and the inner core enlarged head consolidation body is formed by perfusion through the perfusion tube inside the membrane bag. The result of perfusion through the perfusion tube outside the membrane bag is the formation of the membrane bag outer consolidation body, whose strength can be equivalent to that of the outer layer consolidation body, or equivalent to or even higher than that of the inner core enlarged head consolidation body, or between the two.

[0095] And / or, a centering bracket is sleeved on the inner side and / or outer side of the corrugated pipe. The centering bracket is also called an isolation bracket / positioning ring / positioning bracket, etc., and is commonly used in the production and installation of anchor cables.

[0096] Furthermore, the high-pressure nozzle and the low-pressure nozzle spray the same medium; the purpose of the high-pressure nozzle and the low-pressure nozzle of the utility model spraying the same medium is to produce a sawtooth spiral consolidation body, such as spraying cement slurry at the same time, or spraying water at the same time, or spraying air-encapsulated slurry at the same time, or spraying air-encapsulated water at the same time, etc., and the consolidating agent must be sprayed after spraying water, and the consolidating agent can be one or more. The method of MJS, such as spraying high-pressure slurry, low-pressure water, or spraying low-pressure slurry, high-pressure water, has no meaning for the utility model, because the purpose of MJS is to produce large-diameter piles. Spraying water first and then slurry can save consolidating agent materials while increasing the cutting radius, rather than to produce a sawtooth spiral consolidation body.

[0097] And / or, the nozzle is also provided with an ultra-low pressure spray hole / leakage hole for spraying or draining the consolidating agent; regardless of whether the consolidating agent has been sprayed in advance (i.e., whether the high-pressure nozzle or the low-pressure nozzle located behind the spray hole sprays water jets or consolidating agent jets or other jets in the early rotary jet drilling process or in the subsequent retrograde rotary jet process), the consolidating agent injected from the spray hole can no longer cut the hole wall cut by the early high-pressure and low-pressure jets (i.e., it does not erode) during the retrograde rotary jet (or return rotary jet), and only further stirs, replaces and wraps the rock and soil sand and mud debris that has been cut, crushed and evenly stirred by the early high-pressure and low-pressure jets, thereby entering the process of solidification into cement soil. Of course, the spray hole can also spray underwater non-dispersible consolidating agent, etc.

[0098] And / or, when the high-pressure nozzle and the low-pressure nozzle are supplied with medium by the same perfusion pump, the aperture of the high-pressure nozzle is smaller than that of the low-pressure nozzle; when the high-pressure nozzle and the low-pressure nozzle are supplied with medium by different perfusion pumps respectively, the pump pressure corresponding to the high-pressure nozzle is greater than that of the low-pressure nozzle.

[0099] Generally, the manufacturing method corresponding to the present invention includes the following manufacturing procedures:

[0100] Step 1: Construct a low-strength enlarged head consolidation body without reinforcement by pouring the first time in the stratum; (i.e., construct the outer layer consolidation body. The enlarged head consolidation body can be constructed directly by using drilling and spraying integration construction technology without drilling a pilot hole; or by drilling the first pilot hole in advance or drilling a pilot hole and expanding the hole (i.e., the attached Figure 6In the "first drilling expansion hole C", the expansion method is not limited), then the grouting tool is inserted into the guide hole or the expansion hole for grouting. According to different strata and groundwater conditions, the grouting process can adopt any grouting method such as closed or unclosed or sleeve valve pipe or rotary lifting or high-pressure splitting or several grouting or early strength grouting or plugging grouting or infiltration grouting, etc., several tubes of rotary spraying or RJP / MJS or double high pressure and large flow, etc., any rotary spraying method, integrated spraying and grouting, direct concrete filling, underwater non-dispersed grouting, etc.; in this process, drilling the guide hole, expanding the hole and grouting can be repeated for several times, and the grouting tools are not limited (such as embolism, catheter, rotary spraying drill, drilling and grouting integrated machine, etc.), and the grouting materials are not limited (such as cement slurry, low-grade concrete, early strength cement mortar, etc.); drilling the guide hole and grouting or implementing drilling and spraying / drilling and grouting integration can be repeated at the same point and depth, or at different points and depths each time. In short, the purpose is to first create a low-strength expansion head or expansion section that meets the design expectations in the formation. Several refers to an integer of 1 or more.)

[0101] Or at the same time, the manufacturing method of the sawtooth spiral outer layer consolidation body is: the height lifted by the nozzle for each rotation exceeds the longitudinal distance between the high-pressure nozzle and the low-pressure nozzle; such a situation can be commonly known as speed-up exceeding the rotation speed. The nozzle rotates 360 degrees each time. Under the current level of rotary grouting construction machinery, re-spraying cannot be implemented during the construction of the sawtooth consolidation body, because: if the front and rear positions (i.e., the depth) and the facing angle (i.e., the direction of the clock) of the nozzle are not accurately grasped, the re-spraying will destroy the regular sawtooth that has been cut in advance. Of course, if the frequency conversion control system can be automated and the rotary grouting process can be accurately numerically controlled through input parameter programming, the re-spraying can strengthen the sawtooth formed in advance.

[0102] The manufacturing method of the spherical, conical, and frustum-shaped outer layer consolidation body is: by repeatedly advancing and retreating the jet grouting drill rod within the depth range of the expansion section, and reciprocating jet grouting; and / or while the jet grouting drill rod is advancing and retreating, the output pressure of the high-pressure pump is manually / automatically adjusted according to different depth positions; for example, at the top of the conical outer layer consolidation body, the jet grouting pressure is 20-25MPa, and at the bottom, the jet grouting pressure is 45-50MPa. The jet grouting pressure needs to be strictly controlled and gradually changed according to the depth position, and multiple spraying can be implemented. For example, the operator of the high-pressure pump manually rotates the knob of the controller to achieve a gradual change in the output pressure of the high-pressure mud pump, and the operator keeps an eye on the pressure gauge to achieve feedback of the manual control result; or the variable frequency control system is automatically controlled and transformed, and automatic control is achieved through programming of input parameters (including but not limited to high-pressure pump parameters and drilling rig drilling tool parameters). High-pressure pumps include mud pumps, water pumps, rubber pumps, etc.

[0103] Step 2: Drill anchor guide holes in the center of the unreinforced enlarged head consolidation body, or drill and enlarge the holes at the same time or after drilling the anchor guide holes; and clean the holes; the anchor guide holes are the attachment holes. Figure 1 To Attachment Figure 7 The "second drilling guide hole B" in the above sentence refers to the enlarged hole drilled further when drilling the anchor guide hole. Figure 3 To Attachment Figure 7 "Second drilling expansion hole"; when the upper part of the first drilling guide hole is not closed and the hole diameter is sufficient, the anchoring guide hole can be directly used or continued to use the first guide hole drilled in the previous step. The drilling method can be a down-the-hole hammer, a rotary coring drill, a spiral drill, a milling drill, a roller drill, etc., or a composite drilling method, and the drilling method is not limited; the expansion can be carried out by using an eccentric drill bit, a counter-expansion drill bit, a straight-shaped folding expander, a telescopic expander, a rotary jet jet, etc., and the expansion method is not limited. The hole can be cleaned by blowing air or water. Since the second drilled guide hole B has been isolated from the upper easily collapsible stratum and the external environment by the upper section wall consolidation body, casing, bare hole, etc., it is easy to clean and remove impurities in the hole, providing a clean internal environment for the second grouting of the consolidating agent, so as to achieve the high strength of the inner core consolidation body and its bonding and / or meshing with the outer consolidation body. This is fundamentally different from any other construction methods such as capsule anchor cables, rotary jet self-contained anchor cables, rotary jet expanded diameter spiral cast-in-place piles, rotary jet and hole expansion anchor cables after drilling and rebar planting, rotary jet and rebar planting and grouting anchor cables.

[0104] Step 3: Planting anchors, or planting umbrellas and expanding umbrellas at the same time; and constructing a high-strength inner core consolidation body by pouring, and the inner core consolidation body is directly bonded to the outer layer consolidation body; or at the same time, the pouring is divided into pouring outside the membrane bag and pouring inside the membrane bag. Planting anchors refers to implanting anchor bars / anchor bar cages and other accessories into the anchor holes, including but not limited to implanting tension type, pressure type, tension-compression composite anchor cables and post-pouring tubes. Planting umbrellas means implanting umbrella-shaped expansion structures, and expanding umbrellas means expanding umbrella-shaped expansion devices; for some types of umbrella-shaped expansion devices, the expansion of umbrellas is carried out together with the pouring of umbrella cages in the next step, see the applicant's previous series of applications. The outer layer consolidation body is a low-strength enlarged head consolidation body without reinforcement. Depending on the pouring object and purpose, the pouring materials, pouring tools, and pouring methods are different, such as pouring fine stone concrete through a catheter, pouring underwater non-dispersible concrete through a hanging tank, pumping micro-expansion cement mortar through a screw, and pumping high-strength non-shrinkage grouting material through a plunger. For example, it is divided into two steps: pouring outside the membrane bag and pouring inside the membrane bag, etc.; the pouring work of some types of umbrella-shaped expansion devices is implemented together with the expansion of the umbrella cage in the previous step, see the applicant's previous series of applications. It should be noted that the first step, the second step, or the third step, or the fourth step in the manufacturing process described in this application is only a general construction process, which focuses on explaining what key construction contents there are from the beginning to the end in general, and does not absolutely and completely divide the construction process into three or four irrelevant and non-overlapping steps; the anchoring and pouring of this step can be implemented at the same time, or one after the other, that is, anchoring first and pouring later, or it can be implemented in reverse, that is, pouring first and anchoring later. Film bags are used for pouring only when the inner core consolidation body is designed as an umbrella-shaped enlarged head, and only when the groundwater that seeps through the outer consolidation body is sufficient to have a significant adverse effect on the pouring quality, and no water-resistant measures such as fiber concrete or underwater non-dispersible concrete are taken. When the native stratum overlying the outer consolidation body has poor self-stability (self-support), the inner core consolidation body needs to be poured under the protection of the casing or the upper section wall consolidation body, otherwise the collapse materials will be mixed into the inner core consolidation body, thereby destroying the molding integrity and high strength of the inner core consolidation body.

[0105] Alternatively, the manufacturing method corresponding to the utility model includes the following manufacturing procedures:

[0106] Step 1: construct an unreinforced low-strength enlarged head consolidation body through the first injection in the stratum; the unreinforced low-strength consolidation body includes the outer layer consolidation body, or also includes the upper section wall consolidation body; the first step of this method is the same as the first step of the previous method, see above for details. Or at the same time, the manufacturing method of the sawtooth spiral outer layer consolidation body is: the height lifted by the nozzle for each rotation exceeds the longitudinal distance between the high-pressure nozzle and the low-pressure nozzle; the manufacturing method of the spherical, conical, and frustum-shaped outer layer consolidation body is: by repeatedly advancing and retreating the rotary jet drill rod within the depth range of the expanded diameter section, and reciprocating rotary jetting; and / or while the rotary jet drill rod is advancing and retreating, the output pressure of the high-pressure pump is manually / automatically adjusted accordingly for different depth positions;

[0107] Step 2: When the unreinforced low-strength enlarged head consolidation body has not yet consolidated, anchor bars / anchor bar cages are implanted into the expanded hole, wherein the anchor bars / anchor bar cages located in the expanded diameter section are sleeved with a corrugated tube; the expanded hole used in this process can be the expanded hole C of the first drilling, or the expanded hole D of the second drilling. For example, if the longitudinal spacing d between the high-pressure nozzle and the low-pressure nozzle is 5 cm, and the rotation speed is 1 rpm, then when the acceleration is greater than or equal to 5 cm / min, a sawtooth spiral consolidation body can be manufactured, for example, when the acceleration is 6 cm / min, the consolidation body trough is close to the consolidation body crest, or when the acceleration is 10 cm / min, the consolidation body trough is located between the two consolidation body crests. The parameter settings of the traditional rotary spraying process are all that the rotation speed exceeds the acceleration by many times, for example, the rotation speed is 15 rpm and the acceleration is 15 cm / min, so the consolidation body manufactured is cylindrical.

[0108] Step 3: Pour the inside of the bellows to construct a high-strength inner core consolidation body, and the inner core consolidation body and the outer layer consolidation body are meshed through the bellows.

[0109] Alternatively, the manufacturing method corresponding to the utility model includes the following manufacturing procedures:

[0110] Step 1: construct a low-strength consolidation body without reinforcement in the stratum through the first injection; the low-strength consolidation body without reinforcement includes the outer consolidation body, or also includes the upper section wall consolidation body; the first step of this method is the same as the first step of the previous method, see above for details. Or at the same time, the manufacturing method of the sawtooth spiral outer consolidation body is: the height lifted by the nozzle for each rotation exceeds the longitudinal distance between the high-pressure nozzle and the low-pressure nozzle; or the manufacturing method of the variable diameter outer consolidation body is: by repeatedly advancing and retreating the jet grouting drill rod within the depth range of the expansion section, and reciprocating jet grouting; and / or while the jet grouting drill rod is advancing and retreating, the output pressure of the high-pressure pump is adjusted manually / automatically by computer programming according to different depth positions;

[0111] Step 2: When the unreinforced low-strength consolidation body has not yet consolidated, a prefabricated inner core consolidation body is implanted into the anchor hole; the reinforcement has been cast and fixed in the inner core consolidation body before anchoring. The inner core consolidation body can be of any shape, including a straight rod shape for the purpose of achieving friction resistance or a serrated spiral shape for achieving embedding / engagement. The prefabricated inner core consolidation body may include a non-expanded diameter section anchor body or may not include a non-expanded diameter section anchor body.

[0112] Or, after the unreinforced low-strength consolidation body is consolidated, a guide hole for anchoring is drilled in the center of the unreinforced enlarged head consolidation body, or an enlarged hole is further drilled at the same time or after drilling the guide hole for anchoring; then the prefabricated inner core consolidation body is implanted; finally, a second pouring is performed to form a gap consolidation body, and the inner core consolidation body is cast and fixed in the outer consolidation body. The guide hole for anchoring is attached here. Fig.21 The second drilling guide hole B, where the enlarged hole is attached Figure 2 To Attachment Figure 7 The second drilling expansion hole. The prefabricated inner core consolidation body may be of any type, such as tension type, pressure type, tension-compression composite type, etc. Because the consolidation agent needs to be injected into the narrow gap, the consolidation agent needs to have good pourability. It is more likely to use fine-grained consolidation agents or chemical injection materials. If the influence of groundwater is added, the strength after consolidation may be low, which is not conducive to the outward diffusion of the load. Therefore, it is recommended that the design strength of the gap consolidation body should be higher than that of the outer consolidation body or greater than / equal to that of the inner core consolidation body to a certain extent; of course, the gap consolidation body can also be regarded as part of the inner core consolidation body, such as the attached Fig.21 The corrugated inner core consolidation body shown is nested in the threaded inner core consolidation body. The present invention does not support the practice of inserting anchor bars after rotary jet grouting at all, because it is difficult to implant the inner bearing plate into the cement soil. Even if it is successfully implanted, the strength of the rotary jet consolidation body cannot match the high load borne by the anchor bars. The view that there is no tensile stress in the so-called pressure-type anchor cable is completely wrong; the present invention also does not support the addition of a spraying tool to the drill to implement rotary jet expansion while pouring concrete. After all, the present invention constructs a small-diameter pull-out resistant structure, and does not allow the cement soil slurry caused by the rotary jet to be mixed into the M30 concrete or high-grade grouting material.

[0113] Furthermore, the manufacturing method of the serrated spiral outer layer consolidation body is as follows: the height lifted by the nozzle for each rotation is twice the longitudinal distance between the high-pressure nozzle and the low-pressure nozzle. The distance between the high-pressure nozzle and the low-pressure nozzle needs to be controlled and adjusted according to the actual construction conditions, so as to achieve the overlapping of the cutting, cutting and mixing ranges of the high-pressure and low-pressure nozzles, and avoid the situation of a non-serrated spiral consolidation body (that is, the spiral blade axils of the consolidation body are empty and not serrated because the nozzle distance is too far). When the high-pressure nozzle is a double nozzle (arranged on the opposite side), and / or the low-pressure nozzle is a double nozzle (arranged on the opposite side), the nozzle group arranged in the front row can easily overlap the trajectory of the nozzle group arranged in the back row, so that the serrated spiral cannot be realized. Therefore, the optimal lifting speed should be that the lifting height per rotation is less than twice the distance between the high-pressure and low-pressure nozzles.

[0114] Furthermore, the manufacturing procedure corresponding to the utility model also includes: prestressing, or at the same time, pouring and filling the anchor hole of the elongated section of the anchor bar. The elongated section of the anchor bar refers to the section where the anchor bar is elongated under the action of the prestressing load. If there is a bonded anchor cable, it is necessary to apply prestress first and then pour the elongated section. Of course, it is also possible to pour and fill the elongated section before the prestressing is implemented, or only 1 to 2 meters are reserved for tensioning, but this violates the proper meaning of prestressing, and it cannot achieve the purpose of reducing the large elastic deformation of the anchor bar in advance through real prestressing.

[0115] Furthermore, the manufacturing procedure corresponding to the utility model also includes: when the outer layer consolidation body and the inner core consolidation body are both constructed (i.e., the outer and inner parts of the corrugated pipe are both poured and have the corresponding strength specified in the specification), prestressing is carried out; when the anchor bar is designed as a non-bonded anchor bar, prestressing is carried out after the upper section is poured; when the anchor bar is designed as a bonded anchor bar, prestressing is carried out before pouring the upper section. At this time, the pouring of the upper section and the pouring of the expanded diameter section should be carried out separately, that is, the expanded diameter section is poured first to form the expanded diameter section anchor body (including the inner core consolidation body and the outer layer consolidation body), and then prestressing is carried out, and finally the upper section is poured, see the applicant's previous application "Pouring and prestressing construction method of umbrella-shaped enlarged head prestressed rock and soil anchoring structure" (CN113585251A). In the case where the upper section is unbonded anchor bars or the entire length of the anchor cable is unbonded anchor bars, the pouring of the upper section and the pouring of the expanded diameter section can be carried out simultaneously or separately. Of course, the upper section can also be partially poured or not poured along the entire length.

[0116] Compared with the prior art, the advantages and beneficial effects of the utility model are:

[0117] 1. The utility model divides the traditional rotary jet self-contained enlarged head anchor cable construction procedure (i.e., the drilling and jetting integrated procedure that results in the overall low strength of the anchor body) into two procedures: the manufacture of the low-strength enlarged diameter section and the manufacture of the high-strength inner core, thereby eliminating the molding defects of the rotary jet self-contained anchor cable and the molding defects of the rotary jetting and hole enlargement method after drilling and planting reinforcement, and achieves the same effect of improving the strength of the inner core consolidation body as the bladder grouting by not using a bag, thereby overcoming the low strength defects of the rotary jet self-contained anchor cable and the low strength defects of the rotary jetting method after drilling and planting reinforcement, and solves the problems of weak interface bonding, unstable bonding, unreliable bonding, and poor durability of bonding between the anchor bar and the rotary jetting consolidation body from the two aspects of consolidation body molding and strength, and solves the problem of (Attachment Figure 8 The utility model can not only rely on the high-strength inner core consolidation body to bear the high load of the anchor bar, but also rely on the low-strength outer layer consolidation body to transfer and diffuse the high load to the surrounding rock and soil, thus achieving (see Appendix Fig.23 (As shown in the figure, the high-strength inner core consolidation body and the low-strength outer layer consolidation body are organically combined and work together to form a homogeneous composite anchor body. (This application does not involve the discussion of the end bearing capacity of the traditional non-bladder and non-expanded reinforcement straight rod type rotary grouting expansion head.)

[0118] 2. The outer layer consolidation body of the utility model is a low-strength unreinforced enlarged head structure produced by the first pouring, and the inner core consolidation body is a high-strength reinforced anchor body produced by the second pouring; and the enlarged head consolidation body produced by the first pouring (i.e., the outer layer consolidation body) and the consolidation body produced by the second pouring (i.e., the inner core consolidation body) are directly bonded or tightly meshed with each other, without any barriers such as a bladder skin (polyester fiber fabric) or a weak structural surface, and at the same time avoid the disadvantages of longitudinal cracks caused by stress on the bladder skin and the inability to truly utilize the lateral resistance of the expanded diameter section (although both are located in the lateral position, there is a difference between lateral resistance and lateral friction resistance. The lateral resistance may come from embedding or bonding, while the lateral friction resistance comes from bonding or normal extrusion. The widespread existence of mud skin can make the bonding fail, while the normal extrusion has been released long ago. Therefore, the lateral friction resistance is unreliable, but the lateral resistance is reliable as long as it relies on the embedding effect). Such an anchor structure can evenly and reasonably distribute the anchor tension to the surrounding rock and soil (including the sides and rear of the enlarged head), eliminating the defect that the lateral friction resistance cannot be effectively transmitted inside and outside the capsule of the capsule-type enlarged head. (This application does not involve the discussion of the end bearing force of the capsule-type enlarged head anchor cable.)

[0119] 3. The utility model proposes for the first time in the field of jet grouting anchor cables to use a corrugated tube to construct the inner core of the expanded diameter anchor body, proposes for the first time a spiral / corrugated precast concrete structure inner core, and proposes for the first time to design the inner core consolidation body as a non-cylindrical enlarged head such as a stepped, conical, conical, or frustum-shaped head, so as to avoid the defect of the capsule-type anchor cable being torn through the capsule skin; to avoid the substantial inefficiency or even ineffectiveness of the post-pouring procedure of the traditional capsule-free jet grouting expanded diameter anchor cable, to avoid the inconsistency between the designed high strength and the actual low strength, and to avoid the uncontrollable and unreliable defects of the bonding between the low-strength jet grouting consolidation body and the anchor bar of the traditional jet grouting expanded diameter anchor cable, so that the high strength of the inner core consolidation body becomes clear in design and the quality becomes practical in construction. Control, the original traditional low-strength rotary jet consolidation body directly bonded with the anchor bar is changed to indirect bonding with the anchor bar through a high-strength consolidation body. Through the intermediate medium of the high-strength inner core consolidation body, the high stress is buffered and degraded into low stress and then acts on the low-strength outer consolidation body. This greatly enhances the anchoring ability, anchoring reliability and anchoring durability of the anchor bar in the rotary jet consolidation body. Without using the umbrella-shaped enlarged head anchoring technology, it plays a constructive role in improving the bearing capacity, stability and durability of traditional friction type anchor cables (i.e. straight rod grouting anchor cables or straight rod rotary jet expansion / rotary jet anchor cables, including tension type / compression type / tension-compression composite types), and in extending the life of traditional rotary jet expansion anchor cable technology without bag and expansion reinforcement.

[0120] 4. The original anchor bodies are all cylindrical, which means that they can only rely on the unstable, unreliable and intermittent friction resistance of the anchor hole side wall to provide anchoring force, or actually rely on the rear end bearing capacity of the anchor body (i.e. end resistance or end bearing capacity) which cannot improve the bearing grade due to insufficient rigidity of the consolidation body to provide anchoring force. The utility model is the first in the field of rotary spray anchor cable to propose the use of a sawtooth spiral outer layer consolidation body for the expanded diameter section anchor body, and improves the friction resistance / bonding effect between the original anchor body and the lateral (i.e. outer) surrounding rock and soil into a meshing plus bonding effect. Without using the umbrella-shaped enlarged head anchoring technology (i.e. without enhancing the rear end anchoring capacity of the anchor body), the anchor The anchoring capacity of the solid body originating from the side of the outer consolidation body is greatly and reliably enhanced, which plays a constructive role in improving the bearing performance, stability and durability of traditional friction-type anchor cables (i.e. straight-rod grouting anchor cables or straight-rod rotary grouting expanded-diameter anchor cables or straight-rod rotary grouting anchor cables), and in extending the service life of traditional straight-rod rotary grouting expanded-diameter or straight-rod rotary grouting anchor cables without bags and expanded reinforcement. The spherical, conical, stepped or inverted stepped outer consolidation body with variable diameter enlarged heads proposed for the first time in the utility model can also enhance the anchoring capacity of the anchor body originating from the rear end of the outer consolidation body to a certain extent even without using the umbrella-shaped enlarged head anchoring technology. At the same time, the utility model is also the first in the field to propose the use of high-pressure nozzles and low-pressure nozzles to simultaneously set up and spray the same medium to cooperate in the construction of a serrated spiral, and the first in the field to propose the control of the output pressure of the high-pressure jet pump to achieve the construction of spherical, conical, stepped or inverted stepped outer layer consolidation bodies with variable diameters. In general, it is to obtain non-traditional anchor bodies by improving the relevant technologies of spiral jet jets, thereby achieving technological progress in the field of anchoring engineering.

[0121] 5. The significance of the utility model also lies in: for the first time in the field, it is proposed to implement two hole expansion constructions and two manufacturing of enlarged head consolidation bodies during the entire construction process. The first manufacturing produces a low-strength outer enlarged head structure, and the second manufacturing produces a high-strength inner core enlarged head structure. The two expanded structures are nested inside and outside and directly bonded. Through the dual effects of bonding and embedding, a composite anchor body with both division of labor and cooperation between the core layer and the outer layer is formed. Compared with the original high-strength non-expanded anchor cable and low-strength expanded anchor cable, compared with the original sac-type anchor cable in which the inner core and outer consolidation bodies are separated by a sac skin, compared with the rotary grouting and expanding diameter spiral cast-in-place piles in which the inner core and outer consolidation bodies are formed simultaneously at one time (so the two are inevitably mixed with each other, causing the high strength and integrity of the inner core to be damaged), the anchor tension can be more effectively, more evenly and reasonably diffused and distributed to the surrounding rock and soil (including the sides and rear of the expanded section of the anchor body).

[0122] 6. The significance of the utility model also lies in: at the same time as or after the first drilling of the pilot hole, the rotary grouting is carried out to expand the hole, and the rotary grouting consolidation body is made strong enough, and then the second drilling (or expansion) is carried out in the expanded hole. This special construction method enables the second drilling (or expansion) to be carried out within the protective shell formed by the previous rotary grouting, and even if it is out of the protection of the casing, it can avoid the interference of quicksand, thus perfectly solving the problem that the capsule anchor cable cannot be implanted in the sand layer or sand and gravel formation, and the capsule bag cannot be expanded due to the surrounding restrictions of collapsed objects / sand sedimentation. This construction process avoids the problem of tension in the pouring process of high-grade cement mortar being affected by sand settling or hole collapse, ensures the formation of a high-strength, high-rigidity, high-bearing capacity inner core (including straight rod inner core and enlarged head inner core) consolidation body, and cooperates with the correct and real prestressed construction process. It can ensure the quality of basement anti-floating engineering in areas with abundant groundwater, especially in sand layers and sand and gravel layers, and ensure the reliability, stability and durability of the pull-out performance of the anti-floating anchor cable of the rotary spraying process, so that the rotary spraying and diameter expansion process has new and real vitality in the field of anti-floating of underground engineering. At the same time, the utility model also designs a nozzle (attached) suitable for areas with abundant groundwater, especially those with water leakage and slurry leakage Fig.16 As shown in the figure), the ultra-low pressure medium pipeline and the spray hole / leakage hole are of great significance for replenishing the lost slurry with large flow rate.

[0123] 7. In general, a technical route that is completely different from the existing technology of "jet zero-shield central rotary grouting drill rod and self-carrying anchor cable step-by-step construction method" is adopted, and the anchoring structure and construction procedure of the original rotary grouting self-carrying anchor cable, rotary grouting anchor cable after drilling and planting, rotary grouting after planting and then grouting anchor cable, and capsule-type (first rotary grouting and then capsule planting) anchor cable are changed to special anchor cables, overcoming their respective shortcomings, solving the problems of weak bonding, unreliable, unstable, uncontrollable and non-durable bonding between anchor bars and consolidated bodies, solving the problems of unformed, poor strength or uncontrollable re-grouting effect of consolidated bodies, solving the problems of unreliable lateral friction resistance and too small lateral friction resistance coefficient of straight-rod rotary grouting anchor cables or straight-rod rotary grouting expansion anchor cables, solving the problems of non-bonding of consolidated bodies along the capsule skin, longitudinal cracks under load, and inability to transmit lateral friction resistance, resulting in the force of the consolidated body in the capsule being concentrated to the rear end (causing a vicious cycle that makes it impossible to bear high loads, let alone long-term high loads). ) problem, and improved the strength, stiffness and bearing capacity of traditional friction type (non-expanded or expanded) jet grouting anchor cable, and gave birth to a new type of high-bearing capacity composite anchor body in which a high-strength inner core consolidation body and a low-strength outer layer consolidation body are directly bonded or meshed with each other. By ensuring the high strength of the inner core consolidation body, good bonding between the anchor bar and the consolidation body of all types of jet grouting anchor cables and jet grouting expanded diameter anchor cables is guaranteed, and the effectiveness of the transmission of the anchor bar load to the radial distal end of the consolidation body is guaranteed by the seamless bonding or tight meshing between the high-strength inner core consolidation body and the low-strength outer layer consolidation body; the meshing and bonding of the variable diameter outer layer consolidation body and the serrated spiral outer layer consolidation body with the side hole wall rock and soil body is also achieved, thereby ensuring the effectiveness of the transmission of the anchor bar load borne by all types of jet grouting expanded diameter anchor cables to the side hole wall rock and soil body of the expanded body section, ensuring the durability of all types of jet grouting expanded body anchor cables, and ensuring the safety of various types of jet grouting anchor cable projects and the safety of the surrounding environment.

[0124] 8. At the same time, the utility model also solves the problem that the self-contained umbrella-shaped expansion structure of rotary jetting cannot be applied in sand and gravel, sand and mudstone formations, and in vertical anti-floating anchor cable working conditions. At the same time, it is difficult to apply the pre-expansion and post-planting umbrella-shaped expansion structure in broken / loose and easily collapsed formations. This is undoubtedly another powerful supplement to the umbrella-shaped enlarger head series anchoring technology.

[0125] 9. With respect to the original cylindrical friction-resistance enlarged head anchor and cylindrical friction-resistance full-length expanded diameter anchor, the improvement of the utility model not only makes them into true end-bearing enlarged head anchor or true friction-resistance type (actually side-engaging and embedding, which can be regarded as friction-resistance type) expanded diameter anchor, but also saves the consolidating agent material and further saves the length of the anchoring section.

[0126] 10. In addition, the utility model realizes automatic control of the output pressure of the high-pressure pump through manual control or programming, thereby realizing a non-cylindrical outer consolidation body such as a cone, a frustum, a sphere, a step or an inverted step (in other words, a non-cylindrical or non-traditional anchor body is realized through the self-contained anchor cable method of rotary grouting), which provides a new direction for the engineering technology progress of rotary grouting anchor cables in this field and the technological progress of the rotary grouting equipment industry. BRIEF DESCRIPTION OF THE DRAWINGS

[0127] Figure 1 It is a schematic diagram of the process of constructing a variable diameter rotary jet enlarged head anchor body and a friction type (including tension type, pressure type, tension-compression composite type, etc.) inner core in a sand and gravel layer according to the utility model; Figure 2 It is a schematic diagram of the process of constructing a variable diameter rotary jet enlarged head anchor body and a slightly embedded (stepped) inner core in a sand and gravel layer according to the utility model; Figure 3 The utility model is a schematic diagram of the process of constructing a fixed diameter rotary jet enlarged head anchor body and an embedded inner core in a sand and gravel layer; Figure 4 The utility model is a schematic diagram of the process of constructing a fixed diameter rotary jet enlarged head anchor body and an umbrella-shaped enlarged head inner core in a sand and gravel layer; Figure 5 It is a schematic diagram of the process of constructing a spherical injection enlarged head (a injection enlarged head is a general term for an enlarged head consolidation body formed by any injection means) anchor body and an umbrella-shaped enlarged head inner core in a fully weathered or broken rock layer according to the utility model; Figure 6 It is a schematic diagram of the process of constructing a cone-shaped concrete enlarged head anchor body and an umbrella-shaped enlarged head inner core in a strongly weathered rock layer according to the utility model; Figure 7 It is a schematic diagram of the process of constructing a spherical injection enlarged head (a injection enlarged head is a general term for an enlarged head consolidation body formed by any injection means) anchor body and a membrane bag type umbrella-shaped enlarged head inner core in a highly permeable rock layer in a broken zone according to the utility model; Figure 8 It is a homogeneous, high-strength consolidation body that the design department expected (but could never achieve) for the rotating jet; Fig. 9 The effect of the prior art post-anchoring spraying method when the anchor bar is a finely rolled threaded steel bar is a bean-shaped consolidation body; Fig.10 The effect of the existing technology of post-anchoring rotary grouting construction method when there are multiple anchor bars is the side-tube rotary grouting construction method - the cross section is a mushroom-shaped consolidation body; Fig.11 The effect of the existing technology of post-anchoring rotary grouting construction method when there are multiple anchor bars is the core tube type rotary grouting construction method - the cross section is a petal-shaped consolidation body; Fig.12 The invention discloses a prior art rotary grouting self-contained anchor cable construction machine structure and a condition in which the machine is used for vertical anti-floating anchor cable construction; Fig.13 It is a schematic diagram of the longitudinal tension cracks generated when the capsule anchor cable in the prior art is subjected to axial force; Fig.14It is a schematic diagram of the inner core consolidation body and the outer layer consolidation body meshing with each other through a bellows and the sawtooth spiral outer layer consolidation body of the utility model; Fig.15 A schematic diagram of an example of a nozzle structure required for constructing a sawtooth spiral outer layer consolidation body according to the utility model; Fig.16 The second example of the nozzle structure required for constructing a sawtooth spiral outer consolidation body for water-leaking and slurry-leaking strata according to the utility model is shown; Fig.17 for Figure 2 The utility model shown is an example of a rotary grouting enlarged head anchor body formed by nesting an outer layer consolidation body enlarged head of a rotary grouting process and an inner core consolidation body enlarged head of a hole expansion and injection process in a sand and gravel layer; Fig.18 It is a schematic diagram of the consolidation effect of the prior art method of first jet grouting, then reinforcing bar planting and then grouting; Fig.19 It is a spiral consolidation body in the full-length expanded diameter anchor body of the prior art; Fig. 20 This is a schematic diagram of the sawtooth spiral consolidation body of the utility model; Fig.21 It is a schematic diagram of the implementation process of the utility model in which the prefabricated corrugated inner core consolidation body is nested within the cast-in-place spiral gap consolidation body; Fig. 22 The construction effect of the existing rotary jet self-contained anchor cable construction method is that when there are multiple anchor bars, the jet is blocked by the anchor bars, resulting in a low-strength consolidation body with a fan-shaped cross-section (when the rotary jet self-contained object is an umbrella cage, the jet is also shielded by the folding rod and the longitudinal column, and there will not even be fan blades, only a low-strength consolidation body manufactured by a one-time sweep of the center part); Fig.23 This is an example of the cross section of an isotropically homogeneous anchor body formed by a high-strength inner core consolidation body and a low-strength outer consolidation body realized by the utility model; Fig.24 It is a frustum-shaped anchor body of the utility model; Fig.25 It is a multi-step stepped anchoring body of the utility model; Fig.26 It is a variable diameter spiral consolidation body in the diameter expansion section of the utility model; Fig. 27 It is a fixed diameter spiral consolidation body in the full-length expanded diameter anchor body of the utility model; Fig.28 This is an example of the casing, drill rod and drill bit used in the second drilling of the pilot hole of the utility model; Figures 1 to 7 , Fig.21 The arrows in the figure indicate the construction procedure of the anchor body;

[0128] Among them: 1-guide hole A of the first drilling, 1-1-expansion hole C of the first drilling, 2-guide hole B of the second drilling, 2-2-expansion hole D of the second drilling, 3-upper section, 3-1-upper section wall consolidation body, 3-2-upper section inner core consolidation body, 4-expanded diameter section, 5-outer layer consolidation body, 5-1-spiral wing outer layer consolidation body, 5-2-small diameter spiral wing outer layer consolidation body, 5-3-large diameter spiral wing outer layer consolidation body, 6-inner core consolidation body, 6-1-inner core enlarged head consolidation body, 7-rear injection tube, 8-anchor bar, 9-anchoring tool, 9-1-parachute planting tool, 9-2-expanded reinforcement implantation tool, 10-load conversion device, 11-original stratum, 12-inner bearing plate, 13-expansion umbrella tool, 113-membrane Bag external consolidation body, 15-gap consolidation body, 16-membrane bag, 17-casing, 18-screw, 19-nut, 20-pushing device, 21-thrust bearing, 22-ribbed plate, 23-cage, 25-front nut, 26-front frame plate, 27-tension crack, 28-frame screw, 29-surrounding rock soil, 30-bag, 31-bag internal consolidation body, 32-side bag skin, 33-bag external consolidation body, 34-rear nut, 35-pushing nut, 36-guide cap, 37-bellows, 38-rear frame plate, 39-fixing nut, 40-expanded reinforcement, 41-jet drilling rod, 43-outer consolidation body trough, 44-outer consolidation body peak, 45-nozzle, 46-compressed air nozzle, 50-high pressure slurry jet, 51-low Grouting jet, 52-high pressure nozzle, 53-low pressure nozzle, 54-high pressure medium pipeline, 55-low pressure medium pipeline, 56-compressed air pipeline, 57-slurry skin, 58-high pressure rotary jet grouting consolidation body, 59-exhaust hole, 60-ultra-low pressure spray hole / leakage hole, 61-anchor hole, 62-ultra-low pressure consolidating agent spray / leakage, 63-high pressure water jet, 65-low pressure water jet, 66-ground, 67-protective casing, 68-sub-carrier, 69-expanded reinforcement expansion tool, 70-consolidation body formed by secondary high pressure grouting filling of caves caused by slurry shrinkage after rotary grouting, 71-slurry vein, 72-secondary grouting pipe, 73-threads drilled by a drill with spiral wings / mixing wings, 75-guide holes drilled by a drill with spiral wings / mixing wings , 76-membrane bag type umbrella-shaped enlarged head, 77-middle hinge, 78-forward push plate, 79-hole wall, 80-low-strength consolidation body formed by high-pressure rotary jet grouting during the nozzle drilling process, 81-low-strength consolidation body formed by high-pressure rotary jet grouting during the nozzle retreat and reciprocating rotary spraying (referred to as re-spraying), 82-M30 cement mortar, 83-M3 cement soil slurry, 85-ultra-low pressure medium pipeline, 86-prefabricated components, 87-cast-in-place components, 88-wormhole consolidation body, 88-1-the original wormhole consolidation body that was broken and replaced by the inner core consolidation body when the guide hole was drilled for the second time, 89-naked hole, 91-the serrated outer edge of the outer layer consolidation body in the longitudinal section, 92-spiral wing consolidation body, 93-concrete pipe, 95-drill bit, 96-drill rod, 97-hole expansion wing,97-1- natural hanging state of the expansion wing, 97-2- expansion state of the expansion wing, 98- drill tooth, 99- pin shaft, 100- pipe shoe. , DETAILED DESCRIPTION

[0129] In order to more clearly describe the technical solution of the present invention, some embodiments are listed below, but they cannot be used as limitations of the present invention.

[0130] Embodiment 1: As attached Figure 1 To Attachment Figure 7 , Attachment Fig.14 To Attachment Fig.17 , Attachment Fig. 20 , Attachment Fig.21 , Attachment Fig.23 To Attachment Fig.26 As shown, the anchor body of the anchor cable is either full-length expanded, or includes an upper section 3 and an expanded section 4; and the expanded section 4 includes an inner and outer two-layer structure: wherein the inner layer structure includes an inner core consolidation body 6 and reinforcement, and the inner core consolidation body 6 wraps the reinforcement inside in the transverse direction; the reinforcement includes anchor bars 8; wherein the outer layer structure is an outer layer consolidation body 5 without reinforcement, and the diameter of the outer layer consolidation body 5 is larger than the diameter of the upper section 3; and the strength of the inner core consolidation body is higher than that of the outer layer consolidation body;

[0131] Furthermore, the consolidating agent delivery pipeline and discharge outlet for pouring to form the outer layer consolidation body 5 and the consolidating agent delivery pipeline and discharge outlet for pouring to form the inner core consolidation body 6 are respectively arranged on different machines;

[0132] and,

[0133] The inner core consolidation body 6 and the outer layer consolidation body 5 are directly bonded;

[0134] Or, a bellows 37 is arranged longitudinally in the expansion section 4, the inner core consolidation body 6 is closely fitted with the inner side of the bellows 37, the outer layer consolidation body 5 is closely fitted with the outer side of the bellows 37, and the outer layer consolidation body 5 is meshed with the inner core consolidation body 6 through the bellows 37, wherein the bellows 37 is sleeved on the outer side of the anchor bar 8, the front end of the bellows 37 is arranged at the front part of the expansion section 4, and the rear end of the bellows 37 is arranged at the rear part of the expansion section 4 or extends backward into the front part of the upper section 3; or at the same time, the outer layer consolidation body 5 is of variable diameter.

[0135] Usually, the outer consolidation body 5 is constructed at the same time or after the first drilling of the guide hole, and the corrugated tube 37 and the reinforcement are implanted into the first drilled guide hole A1 when the outer consolidation body 5 has not yet solidified, and then the inner core consolidation body 6 is constructed in the corrugated tube 37, or the guide hole / expansion hole is drilled for the second time at the same time or after the outer consolidation body 5 is solidified, and then the corrugated tube 37 and the reinforcement are implanted into the second drilled guide hole B2 / the second drilled expansion hole D2-2 and cast and fixed to form the gap consolidation body 15, and the inner core consolidation body 6 is constructed in the corrugated tube 37.

[0136] Preferably, after the first drilling of the guide hole and before the second drilling of the guide hole, a wormhole consolidation body 88 is constructed in the first drilling guide hole A1; and / or, before the second grouting, an upper section wall consolidation body 3-1 and / or a casing 17 and / or a bare hole 89 are arranged in the second drilling guide hole B2;

[0137] and / or, the outer layer consolidation body 5 is of variable diameter, and / or, the inner core consolidation body 6 includes an inner core enlarged head consolidation body 6-1 and the diameter of the inner core enlarged head consolidation body 6-1 is larger than the diameter of the guide hole B2 drilled for the second time;

[0138] And / or, the inner core consolidation body 6 is a cast-in-place component 87 or includes a prefabricated component 86, and when the inner core consolidation body includes the prefabricated component 86, a gap consolidation body 15 is further provided between the prefabricated component 86 and the outer layer consolidation body 5; or at the same time, the strength of the gap consolidation body 15 is higher than that of the outer layer consolidation body 5 but lower than that of the prefabricated component 86;

[0139] The outer consolidation body 5 is constructed at the same time or after the first drilling of the guide hole, and the guide hole / expansion is drilled for the second time at the same time or after the outer consolidation body 5 is consolidated, and the inner core consolidation body 6 is constructed at the same time or after the second drilling of the guide hole / expansion, or the prefabricated inner core consolidation body 6 is implanted into the second drilled guide hole B2 / the second drilled expansion hole D2-2 and cast (i.e., the second pouring) to fix and form the gap consolidation body 15;

[0140] And / or, the outer layer consolidation body 5 is also arranged on the rear side of the inner layer structure, and the inner layer structure is a membrane bag type umbrella-shaped enlarged head 76, and the diameter of the membrane bag type umbrella-shaped enlarged head 76 is larger than the diameter of the second drilled guide hole B2;

[0141] and / or, the second drilled guide hole B2 / the second drilled expanded hole D2-2 is coaxial with the first drilled guide hole A1;

[0142] And / or, the outer layer consolidation body 5 is wrapped around the outside of the inner core consolidation body 6, or is distributed on the rear side or the rear side and the outer side of the inner core consolidation body 6;

[0143] And / or, the reinforcement also includes expansion reinforcement 40 / expansion shell anchor rod, and is provided with an expansion tool 69;

[0144] and / or, a guide cap 36 and / or a load conversion device 10 and / or an inner bearing plate 12 are also provided; and / or, a post-injection device is also provided;

[0145] And / or, a guide cap 36 and / or a front frame plate 26 and / or a rear frame plate 38 and / or a frame screw 28 and / or a nut are also provided; and / or, the bellows 37 is bonded to the outer layer consolidation body 5 and the inner core consolidation body 6 respectively;

[0146] And / or, an anchoring tool 9 is also provided.

[0147] Preferably, a drill rod 96 and a drill bit 95 for drilling a guide hole for the second time are also provided in the anchor hole or the casing 17, and the diameter of the drill bit 95 is smaller than the diameter of the upper section wall consolidation body 3-1 / the inner edge diameter of the casing 17 / the diameter of the bare hole 89; or at the same time, a hole expansion wing 97 is also installed on the drill bit 95, and the diameter of the hole expansion wing 97 in the contracted state is smaller than the diameter of the upper section wall consolidation body 3-1 / the inner edge diameter of the casing 17 / the diameter of the bare hole 89;

[0148] And / or, when the anchor body is expanded over its entire length, the diameter of the outer consolidation body 5 is larger than the diameter of the second drilling guide hole B2, which is larger than the diameter of the wormhole consolidation body 88; when the upper section wall consolidation body 3-1 is constructed, the diameter of the outer consolidation body 5 is larger than the diameter of the upper section wall consolidation body 3-1, which is larger than the diameter of the drill bit 95 used for the second drilling guide hole, which is larger than the diameter of the wormhole consolidation body 88; when the casing 17 is installed, the diameter of the drill bit 95 used for the second drilling guide hole is smaller than the inner edge diameter of the casing 17, which is smaller than the diameter of the outer consolidation body 5; when the upper section 3 is provided with a bare hole 89, the diameter of the drill bit 95 used for the second drilling guide hole is smaller than the diameter of the bare hole 89, which is smaller than the diameter of the outer consolidation body 5;

[0149] and / or, the outer consolidation body 5 has an outer shape including a spiral shape / spherical shape / conical shape / truncated cone shape / stepped or inverted stepped shape / tower shape / cup shape, and the spiral shape includes a sawtooth spiral shape and a tower spiral shape;

[0150] And / or, the shape of the inner core consolidation body 6 includes spiral shape / corrugated shape / conical column shape / cup shape / cone shape / stepped shape;

[0151] And / or, the diameter of the membrane bag type umbrella-shaped enlarged head 76 is larger than the diameter of the casing 17, the diameter of the upper section wall protection consolidation body 3-1, and the diameter of the open hole 89;

[0152] And / or, the post-perfusion device comprises a post-perfusion tube 7;

[0153] And / or, a vibration device is also provided; and / or, the front part of the bellows 37 is connected to the inner bearing plate 12 / guide cap 36, and the rear part of the bellows 37 is connected to the anchor bar 8; and / or, a mesh cage is also provided at the outer edge of the inner core consolidation body 6, the front end of the mesh cage is connected to the guide cap 36 and / or the inner bearing plate 12, and the rear end is connected to the anchor bar 8; and / or, a sub-carrier 68 is also provided on the anchor bar 8; and / or, a protective sleeve 67 is also sleeved on the anchor bar 8;

[0154] and / or, the prefabricated component 86 is a prestressed component; and / or, a measuring tool is also provided;

[0155] And / or, an umbrella-shaped expansion structure and an umbrella-expanding tool 13 are also provided; or at the same time, a membrane bag 16 is provided on the outer cover of the umbrella-shaped expansion structure.

[0156] Preferably, when the first drilling guide hole and the second drilling guide hole share the casing 17, the casing 17 is fixed in the anchor hole from the end of the first drilling guide hole to the end of the second drilling guide hole; when the second drilling guide hole is equipped with a casing 17 alone, the outer diameter of the casing 17 is greater than the diameter of the wormhole consolidation body 88;

[0157] And / or, a high-pressure nozzle 52 and a low-pressure nozzle 53 are provided on the nozzle 45 for constructing the outer layer solid body 5; and the high-pressure nozzle 52 and the low-pressure nozzle 53 are located on the same cross section of the nozzle 45, or on the same longitudinal section of the nozzle 45 and on the same side of the nozzle 45;

[0158] and / or, the drilling tool used for the second drilling of the guide hole / the second expansion of the hole is a spiral drilling tool and / or an expansion drilling tool and / or an ultra-high pressure water jet, and / or the mold used for prefabricating the inner core consolidation body 6 is a spiral mold / corrugated mold;

[0159] And / or, the front end of the bellows 37 is closed; the rear end is closed and is provided with an exhaust pipe / exhaust hole 59, and the exhaust pipe extends backward to form an anchor hole 61; and / or, the rear perfusion pipe 7 includes an inner perfusion pipe 7-1 and an outer perfusion pipe 7-2 of the membrane bag; the inner core consolidation body 6 includes an outer consolidation body 113 of the membrane bag and an inner core enlarged head consolidation body 6-1; or at the same time, the strength of the outer consolidation body 113 of the membrane bag is higher than that of the outer layer consolidation body 5 but lower than that of the inner core enlarged head consolidation body 6-1; and / or, a centering bracket is provided on the inner and / or outer sides of the bellows 37.

[0160] Preferably, the high-pressure nozzle 52 and the low-pressure nozzle 53 spray the same medium;

[0161] And / or, the nozzle 45 is also provided with an ultra-low pressure spray hole / drain hole 60 for spraying or draining the consolidating agent;

[0162] And / or, when the high-pressure nozzle 52 and the low-pressure nozzle 53 are supplied with medium by the same perfusion pump, the aperture of the high-pressure nozzle 52 is smaller than that of the low-pressure nozzle 53; when the high-pressure nozzle 52 and the low-pressure nozzle 53 are supplied with medium by different perfusion pumps respectively, the pump pressure corresponding to the high-pressure nozzle 52 is greater than that of the low-pressure nozzle 53.

[0163] Example 2: Attachment Fig.14 As shown in the figure, the expanded diameter section bellows scheme truly realizes the friction-resistance type rotary grouting expanded diameter anchor cable:

[0164] The expanded diameter section 4 is provided with a bellows 37 from the beginning to the end, and the inner core consolidation body 6 and the outer layer consolidation body 5 are closely meshed with each other through the bellows 37. Such a structure can prevent the longitudinal tension crack 27 (attached Fig.13 As shown in the figure, the tension of the anchor bar 8 (the tension type anchor cable passes through the anchor bar 8, and the pressure type anchor cable passes through the reaction plate, i.e., the front frame plate 26) can be evenly and reasonably diffused to the surrounding rock mass 29 as the surrounding (including the sides and rear of the enlarged head), eliminating the defect that the lateral friction resistance cannot be effectively transmitted inside and outside the bag of the bag-type enlarged head, and realizing a real friction resistance type or semi-friction resistance-semi-end bearing type rotary grouting enlarged head anchor cable. Through the corrugated tube 37, the inner core consolidation body 6 and the outer layer consolidation body 5 can be combined into one, and the lateral force, axial force, and oblique force, including the tension from the anchor bar 8 and the pressure from the reaction plate 26, can be effectively transmitted to each other. Finally, the stress is smoothly transferred to the surrounding of the expanded diameter section of the anchor body (the side of the outer consolidation body 5) and the rear end of the expanded diameter section of the anchor body (the rear of the outer consolidation body 5), and the stress diffusion is perfectly realized (Note: However, because the diameter of the bellows 37 is smaller than the diameter of the through hole, i.e. the guide hole, there is no reinforcement on the outside of the bellows 37 in the expanded diameter section 4, so the radial range in which the inner core consolidation body 6 can transfer the high stress to the outer consolidation body 5 is limited. Therefore, the defect of stress diffusion can only be compensated by extending the length of the expanded diameter section 4. Therefore, even if the consolidation molding and bonding inside and outside the bellows are good, this design is destined to be less efficient and economical than the umbrella-shaped enlarged head technology).

[0165] Corresponding construction method: After the first drilling, expansion and pouring, no second drilling is performed. Instead, the corrugated tube 37, anchor bar 8 and post-pouring tube 7 are simultaneously implanted into the expanded hole C1-1 drilled for the first time while the outer layer consolidation body 6 has not yet solidified. Then, the corrugated tube 37 is poured for the second time through the post-pouring tube 7 to form a high-strength inner core consolidation body 5.

[0166] In addition to the fact that the bladder skin is not bonded to the cement slurry, the bladder length of the prior art bladder anchor cable is only equivalent to 1 / 2 to 1 / 6 of the length of the expanded diameter section, which makes it easier to produce longitudinal cracks. In fact, the existence of such a major defect is completely inconsistent with the design concept of the half-end-bearing and half-friction type anchor cable.

[0167] Usually the bellows 37 is fixedly connected to a frame consisting of frame screws 28 , a front frame plate 26 , and a rear frame plate 38 .

[0168] Embodiment 3: Prefabrication of the inner core consolidation body 6:

[0169] For example, the anchor body composed of anchor bar 8 and inner core consolidation body 6 is prefabricated and installed before the drilling construction begins, that is, the anchor bar 8 has completed the anchoring process in the inner core consolidation body 6, and no second pouring is required. The corresponding construction method: after the first drilling, hole expansion and pouring, no second drilling and second pouring are performed. Instead, while the outer layer consolidation body 5 has not yet solidified, the prefabricated inner core consolidation body 6 and anchor bar 8 are implanted into the first drilled hole 1-1, and the outer layer consolidation body 5 is solidified to bond the inner core consolidation body 6. The prefabricated structure can be similar to the attached Fig.14 .

[0170] Example 4: For example, Figure 5 As shown, the anchor body construction process has two constructions of the enlarged head consolidation body, including one hole expansion; the umbrella-shaped enlarged head is used, so that the inner core consolidation body 6 is completely imprisoned in the outer layer consolidation body 5 and cannot be pulled out:

[0171] For example, in a fully weathered rock formation, a spherical enlarged head consolidation body 5 is first manufactured by the first drilling and network grouting / ultra-high pressure rotary jetting, and then a second drilling and expansion is performed. Then, a membrane-free umbrella-shaped expansion body structure is implanted in the expansion hole Ding 2-2, and poured to form a high-strength inner core enlarged head consolidation body 6-1.

[0172] Attached Figure 5 The construction procedure shown is: the first step (left figure), drilling the guide hole A1; the second step (left figure), grouting / ultra-high pressure rotary spraying to manufacture the spherical enlarged head consolidation body (i.e., the outer layer consolidation body 5 of the enlarged body section); the third step (left figure), drilling the guide hole B2 for the second time in the central part of the spherical enlarged head consolidation body 5, and following up the casing 17 for the upper covering layer; the fourth step (right figure), implementing the expansion hole D2-2 in the spherical enlarged head consolidation body 5; the fifth step (right figure), implanting the membrane bag-free umbrella-shaped expansion structure in the expansion hole D2-2; the sixth step (right figure), implementing the second injection through the post-injection pipe 7, directly anchoring the umbrella cage 23 and the anchor bar 8 in the high-strength inner core consolidation body 6, and indirectly anchoring them in the low-strength outer layer consolidation body 5 and the surrounding rock soil 29, and pulling out the casing 17 at the same time.

[0173] From the attached Figure 5 It can be seen that the diameter of the second drilling guide hole B2 must be smaller than the diameter of the casing 17, otherwise the drilling machine and the folded reaming machine cannot pass through the inner hole of the steel casing 17; of course, the diameter of the reamer D2-2 should be larger than the diameter of the steel casing 17.

[0174] For the prestressed construction of this embodiment, please refer to the applicant's previous application "Pouring and prestressed construction method of umbrella-shaped enlarged head prestressed rock and soil anchoring structure" (CN113585251A).

[0175] Example 5: For example, Figure 6 As shown, the entire construction process of the anchor body involves two hole expansions and two enlarged head structures; the umbrella-shaped enlarged head is used so that the inner core consolidation body 6 is completely imprisoned in the outer consolidation body 5 and cannot be pulled out:

[0176] For example, in strongly weathered rock formations, a conical cylindrical enlarged head consolidation body 5 is first manufactured by drilling a hole for the first time, expanding the hole with a large diameter, and pouring low-strength concrete. Then, a second drilling and small-diameter expansion are performed. Then, a membrane-free umbrella-shaped expansion body structure is implanted in the small-diameter expansion hole D2-2, and poured to form a high-strength inner core enlarged head consolidation body 6-1.

[0177] The first manufacturing was a low-strength outer expanded structure, and the second manufacturing was a high-strength inner core expanded structure. The two layers of expanded structures are nested inside and outside. This not only utilizes the outer expanded structure as a protective shell when the inner core is expanded, but also can more evenly and reasonably distribute the anchor tension to the surrounding rock and soil (including the sides and rear of the anchor body expansion section) than the non-expanded inner core.

[0178] Among them, the anchoring stress of the membrane bag type umbrella-shaped enlarged head anchor is mainly diffused and transmitted to the rear of the umbrella-shaped enlarged head, the membrane bag-free umbrella-shaped enlarged head anchor is diffused and transmitted to the side and rear of the umbrella-shaped enlarged head, and the non-umbrella-shaped, non-membrane bag long strip enlarged head anchor (whether tension type, pressure type or tension-compression composite type) is mainly diffused and transmitted to the side of the expanded body section. For example, the long strip expanded body structure anchor with a length-to-diameter ratio of 3 to 5 or more has its bearing capacity composed mainly of lateral friction resistance. Of course, the lateral friction resistance of the long strip expanded body section anchor can be transmitted and exerted only on the premise that the mud skin is cleaned very thoroughly, such as rotary jet cleaning or even air-water double-tube rotary jet cleaning. Otherwise, the implementation of attached Fig.14 The serrated helical enlarged head anchor shown (i.e., changes side friction to side resistance).

[0179] Attached Figure 6The construction procedure shown is as follows: the first step (the second figure from the left), drilling the guide hole A1 and expanding the hole C1-1 in the rock layer, and following up the casing 17 for the upper covering layer; the second step (the third figure from the left), pouring concrete in the expanded hole C1-1; the third step (the third figure from the right), drilling the guide hole B2 for the second time in the concrete consolidation body and expanding the hole D2-2 for the second time; the fourth step (the second figure from the right), implanting the umbrella-shaped expansion structure in the expanded hole D2-2 and expanding the umbrella cage 23; the fifth step (the first figure from the right), implementing the second pouring through the back pouring pipe 7, directly anchoring the umbrella cage 23 and the anchor bar 8 in the inner core consolidation body 6, indirectly anchoring them in the outer layer consolidation body 5 and the surrounding rock soil 29, and pulling out the casing 17 at the same time. Whether the guide hole is a through hole that reaches the front end of the expansion section depends on different expansion tools.

[0180] From the attached Figure 5 To Attachment Figure 7 It can be seen that the diameter of the second drilled guide hole B2 is smaller than the diameter of the steel casing 17 and also smaller than the diameter of the bare hole 89.

[0181] For the prestressed construction of this embodiment, please refer to the applicant's previous application "Pouring and prestressed construction method of umbrella-shaped enlarged head prestressed rock and soil anchoring structure" (CN113585251A).

[0182] Example 6: Attachment Figure 6 Expansion of the cage shown:

[0183] The umbrella cage 23 is of spiral expansion type, and the anchor bar 8 also serves as the rear perfusion tube 7, the umbrella planting tool 9-1, and the umbrella expanding tool 13, and the umbrella expanding tool 13 is a screw 18. During the process of implanting the umbrella cage 23 into the anchor hole 66, the screw 18 does not rotate; when the umbrella cage 23 in the folded state is implanted into the expansion hole 2-2, the screw 18 is rotated clockwise to make the rib plate 22 move forward, thereby realizing the expansion of the umbrella cage.

[0184] Example 7: For example, Figure 7 As shown, the anchor body construction process has two constructions of the enlarged head consolidation body, including one hole expansion; the umbrella-shaped enlarged head is used, so that the inner core consolidation body 6 is completely imprisoned in the outer layer consolidation body 5 and cannot be pulled out:

[0185] For example, in broken rock formations such as fully to strongly weathered rock formations, a spherical enlarged head consolidation body is first manufactured through the first drilling and grouting / ultra-high pressure rotary jetting, and then a conical enlarged hole Ding 2-2 is manufactured through the second drilling and expansion, and then a membrane bag type umbrella-shaped expansion body structure is implanted in the conical enlarged hole Ding 2-2, and poured to form a high-strength inner core enlarged head.

[0186] Attached Figure 7The construction procedure shown is: the first step (left figure), drilling the guide hole A1; the second step (left figure), grouting / ultra-high pressure rotary spraying to manufacture the spherical enlarged head consolidation body (i.e., the outer layer consolidation body 5 of the enlarged body section); the third step (left figure), drilling the guide hole B2 for the second time in the center of the spherical enlarged head consolidation body 5, and following up the casing 17 for the upper covering layer; the fourth step (right figure), implementing the conical expansion D2-2 in the spherical enlarged head consolidation body 5; the fifth step (right figure), implanting the membrane bag type umbrella expansion structure in the expansion D2-2, and passing The outer perfusion pipe 7-2 of the membrane bag is used to perfuse the expanded hole outside the membrane bag 16 to form a high-strength outer consolidation body 113 of the membrane bag (which can also be regarded as a part of the inner core consolidation body 6), or the low-strength outer consolidation body 113 of the membrane bag (which can be regarded as a part of the outer layer consolidation body 5) is formed outside the membrane bag due to the influence of groundwater leakage from the outer shell (spherical enlarged head consolidation body 5), and the sleeve 17 is pulled out at the same time; the sixth step, (right figure), the umbrella cage inside the membrane bag 16 is perfused through the inner perfusion pipe 7-1 of the membrane bag to form a high-strength inner core consolidation body 6-2 inside the membrane bag. In this embodiment, the membrane bag 16 is used to avoid the influence of groundwater leakage on the construction of the inner core consolidation body 6; although the existence of the membrane bag blocks the bonding between the inner core consolidation body and the outer layer consolidation body, the umbrella-shaped enlarged head is used in this embodiment, which can obtain a higher anchor bearing capacity by end resistance alone, and does not require the bonding between the inner core and the outer layer to provide lateral friction resistance.

[0187] In this embodiment, the strength of the film bag outer consolidation body 113 should be higher than the strength of the outer layer consolidation body 5, so that the inner core consolidation body 6-2 can smoothly diffuse the tensile stress to the outer layer consolidation body 5 and obtain resistance and deformation resistance feedback.

[0188] In this embodiment, a protective sleeve 67 is installed along the entire length of the anchor bar 8. After all the pouring work is completed and the curing time and strength of the inner core consolidation body 6 meet the requirements of the specifications, the anchor bar 8 can be subjected to high to ultra-high level prestressing and locking (for example, reaching 100-150% of the design bearing capacity). This can completely eliminate the large elastic deformation of the anti-floating anchor cable during the operation period and even leave a large excess overload, thereby ensuring the safety and normal use of the anti-floating structure.

[0189] Example 8: For example, Figure 4 As shown, the anchor body construction process has two constructions of the enlarged head consolidation body, including one hole expansion; the umbrella-shaped enlarged head is used, so that the inner core consolidation body 6 is completely imprisoned in the outer layer consolidation body 5 and cannot be pulled out:

[0190] For example, in a gravel stratum, a cylindrical enlarged head consolidation body (i.e., the outer layer consolidation body 5 of the enlarged hole section) is first manufactured by drilling and high-pressure jetting for the first time, and then a second drilling and enlarging is performed. Then, a membrane-free umbrella-shaped enlarged body structure is implanted in the enlarged hole 2-2, and a high-strength inner core enlarged head consolidation body 6-1 is formed by pouring.

[0191] Attached Figure 4 The construction procedure shown is: the first step (left figure), drilling the guide hole A1; the second step (left figure), manufacturing the cylindrical enlarged head consolidation body (i.e., the outer layer consolidation body 5 of the enlarged body section) and the upper section wall consolidation body 3-1 through high-pressure rotary grouting; the third step (left figure), drilling the guide hole B2 for the second time in the center of the upper section wall consolidation body 3-1 and the cylindrical enlarged head consolidation body 5; the fourth step (right figure), under the protection of the upper section wall consolidation body 3-1, implementing the expansion hole D2-2 in the cylindrical enlarged head consolidation body 5; the fifth step (right figure), implanting the membrane bag-free umbrella-shaped expansion structure in the expansion hole D2-2; the sixth step, (right figure), implementing the second pouring through the rear pouring pipe 7, directly anchoring the umbrella cage 23 and the anchor bar 8 in the high-strength inner core consolidation body 6, and indirectly anchoring them in the low-strength outer layer consolidation body 5 and the surrounding rock soil 29.

[0192] For the prestressed construction of this embodiment, please refer to the applicant's previous application "Pouring and prestressed construction method of umbrella-shaped enlarged head prestressed rock and soil anchoring structure" (CN113585251A).

[0193] Example 9: For example, Figure 3 As shown, the anchor body construction process has two constructions of the enlarged head consolidation body, including one hole expansion, so that the inner core consolidation body 6 is bonded and embedded in the outer layer consolidation body 5:

[0194] For example, in a gravel stratum, a cylindrical enlarged head consolidation body (i.e., the outer layer consolidation body 5 of the enlarged body section) and an upper section wall consolidation body 3-1 are first manufactured by drilling and high-pressure jet grouting for the first time, and then a second drilling and enlarging is performed at the center thereof. Then, a tension-compression composite anchor bar is implanted in the enlarged hole 2-2, and poured to form a high-strength enlarged head inner core consolidation body 6-1.

[0195] Attached Figure 3 The construction procedure shown is: the first step (left figure), drilling the guide hole A1; the second step (left figure), manufacturing the cylindrical enlarged head consolidation body 5 and the upper section wall consolidation body 3-1 by high-pressure rotary grouting; the third step (left figure), under the protection of the upper section wall consolidation body 3-1, drilling the guide hole B2 for the second time in the central part of the upper section wall consolidation body 3-1 and the cylindrical enlarged head consolidation body 5; the fourth step (right figure), under the protection of the outer layer consolidation body 5 of the enlarged body section, implementing the expansion hole D2-2 in the cylindrical enlarged head consolidation body 5; the fifth step (right figure), implanting the tension-compression composite anchor bar in the expansion hole D2-2; the sixth step, (right figure), implementing the second pouring through the rear pouring pipe 7, directly anchoring the inner bearing plate 12 and the anchor bar 8 in the high-strength inner core consolidation body 6, and indirectly anchoring them in the low-strength outer layer consolidation body 5 and the surrounding rock soil 29.

[0196] In this embodiment, a protective sleeve 67 is installed in the upper section 3 of the anchor bar 8. When all the pouring work is completed and the curing time and strength of the inner core consolidation body 6 meet the requirements of the specifications, the anchor bar 8 can be subjected to medium-level prestressing and locking (for example, reaching 50-70% of the design bearing capacity). In this way, although the high-load diffusion capacity of the anchor bar 8 (including the sub-carrier 68) and the inner bearing plate 12 in the consolidation body is limited, the large elastic deformation of the anti-floating anchor cable during the operation period can be eliminated by half.

[0197] Example 10: For example, Figure 2 As shown, the anchor body construction process has two constructions of the enlarged head consolidation body (including one construction of the outer layer enlarged head consolidation body and one construction of the slightly embedded inner core enlarged head consolidation body), including one step-shaped slight hole expansion, so that the inner core consolidation body 6 is bonded and slightly embedded in the outer layer consolidation body 5:

[0198] For example, in a sandy gravel formation, a cylindrical enlarged head consolidation body (i.e., the outer layer consolidation body 5 of the enlarged body section) and an upper section wall consolidation body 3-1 are first manufactured by drilling a hole for the first time and high pressure jet grouting, and then a second drilling and a second slight enlargement are performed at the center thereof, and then a tension-compression composite anchor bar is implanted in the enlarged hole 2-2, and a high-strength slightly embedded enlarged head inner core consolidation body 6-1 is formed by pouring. The stepped slight enlargement in this embodiment can be achieved by drilling tools such as an eccentric down-the-hole hammer, an impact-type enlargement hammer, or by changing the pump pressure.

[0199] Attached Figure 2 The construction procedure shown is: the first step (the second figure from the left), drilling the guide hole A1; the second step (the third figure from the left), manufacturing the cylindrical enlarged head consolidation body 5 and the upper section wall consolidation body 3-1 by high-pressure rotary grouting; the third step (the third figure from the right), under the protection of the upper section wall consolidation body 3-1, drilling the guide hole B2 for the second time in the center of the upper section wall consolidation body 3-1 and the cylindrical enlarged head consolidation body 5, and drilling the slightly enlarged hole D2-2 in the cylindrical enlarged head consolidation body 5; the fourth step (the second figure from the right), implanting the tension-compression composite anchor bar in the slightly enlarged hole D2-2; the fifth step (the first figure from the right), implementing the second pouring through the post-pouring pipe 7, directly anchoring the inner bearing plate 12 and the anchor bar 8 in the high-strength inner core consolidation body 6, and indirectly anchoring them in the low-strength outer layer consolidation body 5 and the surrounding rock soil 29.

[0200] In this embodiment, a protective sleeve 67 is installed in the upper section 3 of the anchor bar 8. When all the pouring work is completed and the curing time and strength of the inner core consolidation body 6 meet the requirements of the specifications, the anchor bar 8 can be subjected to low-level prestressing and locking (for example, reaching 20-30% of the design bearing capacity). In this way, due to the limitation of the structure consisting of only the anchor bar 8, the sub-carrier 68 and the inner bearing plate 12, although a PE sleeve is provided and the construction of the outer enlarged head consolidation body 5 improves the bearing capacity of the anchor cable, it can only reduce the large elastic deformation of the anti-floating anchor cable during the operation period. However, this is determined by the limitations of the anchor bar structure design itself. The stiffness and high load diffusion capacity of the inner core consolidation body 6 are weaker than those of the attached Figure 3 The case where the diameter of the expanded hole 2-2 is larger is much weaker than that of the attached Figure 4 The umbrella-like enlarged head structure shown.

[0201] Example 11: For example, Figure 1 As shown, the construction process of the anchor body includes a construction of an enlarged head consolidation body, and the bonding of the low-strength consolidation body and the anchor bar in the traditional technology is improved to the bonding of the high-strength inner core consolidation body 6 and the anchor bar 8, and the bonding of the high-strength inner core consolidation body 6 and the low-strength outer layer consolidation body 5. The design principle of the original friction resistance type (tension type / pressure type / tension-compression composite type) anchor cable is adopted, so that the inner core consolidation body is seamlessly bonded to the outer layer consolidation body:

[0202] For example, in a gravel stratum, a cylindrical enlarged head consolidation body (i.e., the outer layer consolidation body 5 of the enlarged body section) and an upper section wall consolidation body 3-1 are first manufactured by drilling a hole for the first time and high-pressure rotary grouting, and then a through hole (guide hole) 2 is drilled a second time in the center thereof, and then a tension-compression composite anchor bar is implanted in the through hole 2, and a high-strength straight rod-type inner core consolidation body 6 is formed by pouring.

[0203] Attached Figure 1 The construction procedure shown is: the first step (the second figure from the left) is to drill the guide hole A1; the second step (the third figure from the left) is to manufacture the cylindrical enlarged head consolidation body 5 and the upper section wall consolidation body 3-1 by high-pressure rotary grouting; the third step (the third figure from the right) is to drill a through hole 2 for the second time in the center of the upper section wall consolidation body 3-1 and the cylindrical enlarged head consolidation body 5 under the protection of the upper section wall consolidation body 3-1; the fourth step (the second figure from the right) is to implant the tension-compression composite anchor bar in the through hole 2; the fifth step (the first figure from the right) is to implement the second pouring through the rear pouring pipe 7 to directly anchor the inner bearing plate 12 and the anchor bar 8 in the high-strength inner core consolidation body 6, and indirectly anchor them in the low-strength outer layer consolidation body 5 and the surrounding rock soil 29.

[0204] In this embodiment, a protective sleeve 67 is installed in the upper section 3 of the anchor bar 8. When all the pouring work is completed and the curing time and strength of the inner core consolidation body 6 meet the requirements of the specifications, the anchor bar 8 can be subjected to ultra-low level prestressing and locking (for example, reaching 10-20% of the design bearing capacity). In this way, limited by the structural form of only the anchor bar 8, the sub-carrier 68, and the inner bearing plate 12, although a PE sleeve is provided and the construction of the outer enlarged head consolidation body 5 improves the bearing capacity of the anchor cable, it can only slightly reduce the large elastic deformation of the anti-floating anchor cable during the operation period (if used for foundation pit support, it will cause safety hazards such as the collapse of the foundation pit of the Nanning Greenland Project). However, this is determined by the limitations of the anchor bar structure design itself. The stiffness and high load diffusion capacity of the inner core consolidation body 6 are weaker than those of the attached Figure 2 The slightly embedded core structure shown is weaker than the attached Figure 3 The embedded core structure shown in the figure (with a larger diameter of the expanded hole 2-2) is much weaker than the attached Figure 4 To Attachment Figure 7 The umbrella-like enlarged head structure shown.

[0205] From the attached Figure 1 It can be seen that the diameter of the wormhole consolidation body 88 (ie, the diameter of the first drilling guide hole) is smaller than the diameter of the upper section wall consolidation body 3 - 1 and also smaller than the diameters of the various variable diameter portions of the outer layer consolidation body 5 .

[0206] Although, from the attached Figure 1 To Attachment Figure 7 It can be seen that the same enlarged head anchor rod and the same special type anchor rod have different bearing capacity and anti-deformation performance. Figure 1 , Attachment Figure 2 The tension-compression composite anchor cable shown still belongs to the progressive failure type in the expanded diameter section, and its tensile cracks are distributed at the end far away from the inner bearing plate 12. The pressure-type / tension-compression composite anchor cable is not without tensile stress, but the tensile stress area is located at the far end (tensile cracks occur between the anchor bar 8 and the inner core consolidation body 6) and the outside (tensile cracks occur between the inner core consolidation body 6 and the outer layer consolidation body 5).

[0207] However, in general, the utility model changes the anchoring structure and construction procedure of the original rotary grouting self-carrying anchor cable, the rotary grouting anchor cable after drilling and planting, the rotary grouting anchor cable after planting and then grouting, and the capsule type (first rotary grouting and then planting capsule) anchor cable into a special anchor cable, which overcomes their original shortcomings, solves the problems of weak bonding between the anchor bar and the consolidated body, unreliable, unstable, uncontrollable and non-durable bonding, solves the problems of the consolidated body not being formed, having low strength or uncontrollable re-grouting effect, and solves the problems of the consolidated body not being bonded along the capsule skin and longitudinal cracking. The problem of the inability to transfer lateral friction resistance is solved, and the strength, stiffness and bearing capacity of the traditional friction resistance type (non-expanded or expanded) jet-sprayed anchor cable are improved. A new type of composite anchor body with higher bearing performance is created, in which the high-strength inner core consolidation body 6 and the low-strength outer consolidation body 5 are directly bonded or meshed with each other. This ensures good bonding between the anchor bars and the consolidation body of all types of jet-sprayed anchor cables, ensures the effectiveness of transferring the high loads borne by all types of jet-sprayed expanded diameter anchor cables to the rock and soil around the expanded section, and ensures the durability of all types of jet-sprayed expanded body anchor cables. Relationship between the utility model and two-sequence elements: The utility model mainly includes two-sequence anchor cables (two elements correspond to two sequences one to one, so it is called two-sequence elements), but not all of them are two-sequence elements. In addition to two-sequence elements, there are several other situations.

[0208] Example 12: Attachment Fig.21 As shown, the double-layer inner core consolidation body forms a nested structure, that is, the inner core consolidation body 6 is nested in the gap consolidation body 15 , and is nested in the outer layer consolidation body 5 through the gap consolidation body 15 .

[0209] For example, in a sandy gravel formation, a cylindrical enlarged head consolidation body (i.e., the outer consolidation body 5 of the enlarged body section) and an upper section wall consolidation body 3-1 are first manufactured by drilling a hole and high-pressure jet grouting, and then a through hole (guide hole) 2 is drilled a second time in the center thereof, and then a prefabricated corrugated inner core consolidation body 6 is implanted in the through hole 2, and then a gap consolidation body 15 is formed by pouring to fix the prefabricated corrugated inner core consolidation body 6 in the outer consolidation body 5. Usually, the strength of the gap consolidation body 15 is not lower than that of the outer consolidation body 5, so that the inner core consolidation body 6 can smoothly diffuse the tensile stress to the outer consolidation body 5 and obtain resistance and deformation resistance feedback.

[0210] Example 13: Attachment Fig. 20 , Attachment Fig. 27 As shown, for the anchor body with full-length expansion, the diameter of the second drilling guide hole B2 is larger than the diameter of the wormhole consolidation body 88, that is, the diameter of the first drilling guide hole A1, and the wormhole consolidation body is broken when the second drilling guide hole is drilled. The prior art rotary jet propeller does not have this feature (see Figure 2). Fig.19 as shown).

[0211] Attached Fig.26As shown, the anchor body is divided into an upper section and an expanded diameter section, and the outer consolidation body of the expanded diameter section is a spiral wing (the spiral wing means that the stirring range of the spiral jet flow is not able to form mutual overlap). In the upper section, the diameter of the second drilled guide hole B2 is smaller than the diameter of the upper section wall consolidation body 3-1, and in the expanded diameter section, the diameter of the second drilled guide hole B2 is larger than the diameter of the first drilled guide hole A1, i.e., the wormhole. Therefore, the traditional spiral consolidation body is not conducive to the quality of the project, while the serrated spiral is conducive to the quality of the project. Although the cylindrical consolidation body can provide a closed pouring environment for the inner core consolidation body better than the spiral consolidation body, the construction efficiency and benefit are very low, and the anchoring performance provided by the side friction resistance is far inferior to the embedding force. Therefore, the present application further proposes a variable diameter outer consolidation body and a serrated spiral outer consolidation body on the basis of two drilling and two pouring.

[0212] Example 14: Attachment Fig. 20 , Attachment Fig.26 , Attachment Fig. 27 The spiral consolidation body of the utility model is shown Fig.19 The difference between the spiral consolidation body of the prior art shown is that the central part of the prior art is a wormhole consolidation body, which has low strength, small diameter, low connection strength with the spiral wing, and small connection area. Under a small tonnage load, the connection part will break, and the anchoring effect of the spiral wing in the rock and soil cannot be fully utilized; the central part of the spiral consolidation body of the utility model is an inner core consolidation body (the original wormhole consolidation body has been replaced), which has high strength, large diameter, high connection strength with the spiral wing, and large connection area. It can fully utilize the anchoring ability of the spiral wing in the rock and soil, and can withstand relatively high tonnage loads.

[0213] Embodiment 15: From the attached Figure 1 To Attachment Figure 7 As shown, although there is a direct bonding relationship between the inner core consolidation body and the outer layer consolidation body, it is obvious that the bonding connection without the embedding factor is still limited in load-bearing capacity. Therefore, the utility model designs an inner core enlarged head consolidation body with greater rigidity, and realizes direct bonding and embedding of the inner core enlarged head consolidation body and the outer layer consolidation body by means of drilling a guide hole and expanding the hole for the second time. This eliminates the problem that the inner core and the outer layer of the capsule anchor cable construction method cannot transmit lateral friction due to the barrier of the capsule skin, and also avoids the mixing of the inner core and the outer layer of the rotary jet expansion spiral cast-in-place pile construction method, which damages the integrity and high strength of the inner core, thereby damaging the bearing performance and load transfer performance of the inner core. From the attached Figure 1 To Attachment Figure 2 To Attachment Figure 3 (with attached Figure 3 Similar ones include Figure 4 , Attachment Figure 5 , Attachment Figure 6 ), the embedding effect between the inner core and the outer layer is a process of gradual enhancement from nothing to something, from small to large.

Claims

1. A special type of expanded diameter anchoring body, characterized in that: The anchor body of the anchor cable is either expanded in diameter over the entire length, or includes an upper section (3) and an expanded section (4); and when the anchor body is expanded in diameter over the entire length, the anchor body includes an inner and outer two-layer structure; and when the anchor body includes an upper section (3) and an expanded section (4), the expanded section (4) still includes an inner and outer two-layer structure; wherein the inner layer structure includes an inner core consolidation body (6) and reinforcement, and in the transverse direction, the inner core consolidation body (6) wraps the reinforcement inside; the reinforcement includes anchor bars (8); wherein the outer layer structure is an outer layer consolidation body (5) without reinforcement, or at the same time, the diameter of the outer layer consolidation body (5) is greater than the diameter of the upper section (3); and the strength of the inner core consolidation body (6) is higher than that of the outer layer consolidation body (5); Furthermore, the consolidating agent delivery pipeline and discharge outlet for pouring to form the outer layer consolidation body (5) and the consolidating agent delivery pipeline and discharge outlet for pouring to form the inner core consolidation body (6) are respectively arranged on different machines; and, The inner core consolidation body (6) and the outer layer consolidation body (5) are directly bonded; Alternatively, a bellows (37) is provided in the longitudinal direction of the diameter expansion section (4), the inner core consolidation body (6) is closely fitted to the inner side of the bellows (37), the outer layer consolidation body (5) is closely fitted to the outer side of the bellows (37), and the outer layer consolidation body (5) is meshed with the inner core consolidation body (6) through the bellows (37), wherein the bellows (37) is sleeved on the outer side of the anchor bar (8), the front end of the bellows (37) is provided at the front part of the diameter expansion section (4), and the rear end of the bellows (37) is provided at the rear part of the diameter expansion section (4) or extends backward into the front part of the upper section (3).

2. The special-shaped expanded-diameter anchor according to claim 1, characterized in that: After the first drilling of the guide hole and before the second drilling of the guide hole, a wormhole consolidation body (88) is constructed in the first drilling guide hole A (1); and / or, before the second grouting, an upper section wall consolidation body (3-1) and / or a casing (17) and / or a bare hole (89) are arranged in the second drilling guide hole B (2); and / or, the outer layer consolidation body (5) has a variable diameter, and / or, the inner core consolidation body (6) includes an inner core enlarged head consolidation body (6-1) and the diameter of the inner core enlarged head consolidation body (6-1) is larger than the diameter of the second drilled guide hole B (2); and / or, the inner core consolidation body (6) is a cast-in-place component (87) or includes a prefabricated component (86), and when the inner core consolidation body includes a prefabricated component (86), a gap consolidation body (15) is further provided between the prefabricated component (86) and the outer layer consolidation body (5); or at the same time, the strength of the gap consolidation body (15) is higher than that of the outer layer consolidation body (5) but lower than that of the prefabricated component (86); And / or, the outer layer consolidation body (5) is also arranged on the rear side of the inner layer structure, and the inner layer structure is a membrane bag type umbrella-shaped enlarged head (76), and the diameter of the membrane bag type umbrella-shaped enlarged head (76) is larger than the diameter of the second drilled guide hole B (2); and / or, the second drilling guide hole B (2) / the second drilling expansion hole D (2-2) is coaxial with the first drilling guide hole A (1); and / or, the outer layer consolidation body (5) is wrapped around the outside of the inner core consolidation body (6), or is distributed on the rear side or the rear side and the outer side of the inner core consolidation body (6); And / or, the reinforcement further includes expansion reinforcement (40) / expansion shell anchor rod, and is provided with an expansion tool (69); And / or, a guide cap (36) and / or a load conversion device (10) and / or an inner bearing plate (12) are also provided; And / or, a post-injection device is also provided; And / or, a guide cap (36) and / or a front frame plate (26) and / or a rear frame plate (38) and / or a frame screw (28) and / or a nut are also provided; and / or the corrugated tube (37) is bonded to the outer layer consolidation body (5) and the inner core consolidation body (6) respectively; And / or, an anchoring tool (9) is also provided.

3. The special-shaped expanded-diameter anchor according to claim 2, characterized in that: A drill rod (96) and a drill bit (95) for drilling a guide hole for the second time are also inserted into the anchor hole or the casing (17), and the diameter of the drill bit (95) is smaller than the diameter of the upper section wall consolidation body (3-1) / the inner edge diameter of the casing (17) / the diameter of the open hole (89); or at the same time, a hole expansion wing (97) is also installed on the drill bit (95), and the diameter of the hole expansion wing (97) in a contracted state is smaller than the diameter of the upper section wall consolidation body (3-1) / the inner edge diameter of the casing (17) / the diameter of the open hole (89); and / or, when the anchor body is expanded over its entire length, the diameter of the outer consolidation body (5) is larger than the diameter of the second drilling guide hole B (2) and larger than the diameter of the wormhole consolidation body (88); when the upper section wall protection consolidation body (3-1) is constructed, the diameter of the outer consolidation body (5) is larger than the diameter of the upper section wall protection consolidation body (3-1) and larger than the diameter of the drill bit (95) used for the second drilling guide hole and larger than the diameter of the wormhole consolidation body (88); when a casing (17) is installed, the diameter of the drill bit (95) used for the second drilling guide hole is smaller than the inner edge diameter of the casing (17) and smaller than the diameter of the outer consolidation body (5); when the upper section (3) is provided with an open hole (89), the diameter of the drill bit (95) used for the second drilling guide hole is smaller than the diameter of the open hole (89) and smaller than the diameter of the outer consolidation body (5); and / or, the outer layer consolidation body (5) has an outer shape including spiral / spherical / conical / conical / stepped or inverted stepped / towered / cup-shaped, and the spiral shape includes a sawtooth spiral shape and a tower spiral shape; and / or, the shape of the inner core consolidation body (6) includes spiral shape / corrugated shape / conical column shape / conical shape / conical cone shape / stepped shape; And / or, the diameter of the membrane bag-shaped umbrella-shaped enlarged head (76) is larger than the diameter of the casing (17), the diameter of the upper section wall protection consolidation body (3-1), and the diameter of the open hole (89); And / or, the post-perfusion device comprises a post-perfusion tube (7); And / or, a vibration device is also provided; and / or, the front portion of the bellows (37) is connected to the inner bearing plate (12) / guide cap, and the rear portion of the bellows (37) is connected to the anchor bar (8); and / or, a mesh cage is further provided at the outer edge of the inner core consolidation body (6), the front end of the mesh cage being connected to the guide cap (36) and / or the inner bearing plate (12), and the rear end being connected to the anchor bar (8); And / or, a sub-carrier (68) is further provided on the anchor bar (8); And / or, a protective sleeve (67) is further sleeved on the anchor bar (8); and / or, the prefabricated component (86) is a prestressed component; And / or, a measuring tool is also provided; And / or, an umbrella-shaped expansion structure and an umbrella-expanding tool (13) are also provided; or at the same time, a membrane bag (16) is provided on the outer cover of the umbrella-shaped expansion structure.

4. The special-shaped expanded-diameter anchor according to claim 3, characterized in that: When the first drilling guide hole and the second drilling guide hole share a casing (17), the casing (17) is fixed in the anchor hole from the end of the first drilling guide hole to the end of the second drilling guide hole; when the second drilling guide hole is independently provided with a casing (17), the outer diameter of the casing (17) is greater than the diameter of the wormhole consolidation body (88); and / or, a high-pressure nozzle (52) and a low-pressure nozzle (53) are simultaneously provided on the nozzle (45) for constructing the outer layer solidified body (5); and the high-pressure nozzle (52) and the low-pressure nozzle (53) are located on the same cross section of the nozzle (45), or are located on the same longitudinal section of the nozzle (45) and on the same side of the nozzle (45); and / or, the drilling tool used for the second drilling of the guide hole / the second expansion of the hole is a spiral drilling tool and / or an expansion drilling tool and / or an ultra-high pressure water jet, and / or the mold used for prefabricating the inner core consolidation body (6) is a spiral mold / corrugated mold; And / or, the rear perfusion tube (7) comprises a membrane bag inner perfusion tube (7-1) and a membrane bag outer perfusion tube (7-2); the inner core consolidation body (6) comprises a membrane bag outer consolidation body (113) and an inner core enlarged head consolidation body (6-1); or at the same time, the strength of the membrane bag outer consolidation body (113) is higher than that of the outer layer consolidation body (5) but lower than that of the inner core enlarged head consolidation body (6-1); And / or, the front end of the bellows (37) is closed; the rear end is closed and provided with an exhaust pipe / exhaust hole (59), and the exhaust pipe extends backwards to form an anchor hole (61); And / or, a centering bracket is sleeved on the inner side and / or outer side of the bellows (37).

5. The special-shaped expanded-diameter anchor according to claim 4, characterized in that: The high-pressure nozzle (52) and the low-pressure nozzle (53) spray the same medium; And / or, the nozzle (45) is further provided with an ultra-low pressure spray hole / drain hole (60) for spraying or draining the consolidating agent; And / or, when the high-pressure nozzle (52) and the low-pressure nozzle (53) are supplied with medium by the same perfusion pump, the aperture of the high-pressure nozzle (52) is smaller than that of the low-pressure nozzle (53); when the high-pressure nozzle (52) and the low-pressure nozzle (53) are supplied with medium by different perfusion pumps, the corresponding pump pressure of the high-pressure nozzle (52) is greater than that of the low-pressure nozzle (53).

Images